23031 HIGHWAY 99 (2).PDF11111111111111
14074
23031 HWY 99
CALCULATION OF AVERAGE ELEVATION DATUM:
The elevation numbers indicated below were directly spotted at the proposed
building comers or are interpolations of EXISTING GRADE for the projected
corners (from survey prepared by Group Four, Inc.., December 1998).
BUILDING #1
NORTHWEST CORNER SPOTTED @ 394.44'
NORTHEAST CORNER SPOTTED @ 394.44'
SOUTHWEST CORNER SPOT-TED @ 394.44'
SOUTHEAST CORNER SPOTTED @ 393.11'
TOTALS: 1,576.43'-- 4 = 394.11' (Average datum elevation.)
CALCULATION OF AVERAGE ELEVATION DATUM. -
The elevation numbers indicated below were directly spotted at the proposed
building comers or are interpolations of EXISTING GRADE for the projected
corners (from survey prepared by Group Four, Inc., December 1998).
BUILDING #2
NORTHWEST CORNER SPOTTED @ 392.53'
NORTHEAST CORNER SPOTTED @ 391.17'
SOUTHWEST CORNER SPOTTED @ 392.53'
SOUTHEAST CORNER SPOTTED @ 391.17'
TOTALS: 1,567.44'-- 4 = 391.86' (Average datum elevation.)
CALCULATION OF AVERAGE ELEVATION DATUM:
The elevation numbers indicated below were directly spotted at the proposed
building comers or are interpolations of EXISTING GRADE for the projected
corners (from survey prepared by Group Four, Inc., Dec -ember 1998).
BUILDING #3
NORTHWEST CORNER SPOTTED @ 391.11'
NORTHEAST CORNER SPOTTED @ 381.11'
SOUTHWEST CORNER SPOTTED @ 391.11'
SOUTHEAST CORNER SPOTTED @ 381.11'
TOTALS: 1,544.44'-- 4 = 386.11' (Average datum elevation.)
CALCULATION OF AVERAGE ELEVATION DATUM:
The elevation numbers indicated below were directly spotted at the proposed
building comers or are interpolations of EXISTING GRADE for the projected
corners (from survey prepared by Group Four, Inc., December 1998).
BUILDING #4
NORTHWEST CORNER SPOTTED @ 381.03'
NORTHEAST CORNER SPOTTED @ 379.70'
SOUTHWEST CORNER SPOTTED @ 381.03'
SOUTHEAST CORNER SPOTTED @ 379.70'
TOTALS: 1,521.46'-- 4 = 380.36' (Average datum elevation.)
CALCULATION OF AVERAGE ELEVATION DATUM:
The elevation numbers indicated below were directly spotted at the proposed
building comers or are interpolations of EXISTING GRADE for the projected
corners (from survey prepared by Group Four, Inc., December 1998).
BUILDING #5
NORTHWEST CORNER SPOTTED @ 394.44'
NORTHEAST CORNER SPOTTED @ 393.11'
SOUTHWEST CORNER SPOTTED @ 394.44'
SOUTHEAST CORNER SPOTTED @ 393.11'
TOTALS: 1,575.10' -.- 4 = 393.75' (Average datum elevation.)
CALCULATION OF AVERAGE ELEVATION DATUM:
The elevation numbers indicated below were directly spotted at the proposed
building comers or are interpolations of EXISTING GRADE for the projected
corners (from survey prepared by Group Four, Inc., December 1998).
BUILDING #6
NORTHWEST CORNER SPOTTED @ 392.53'
NORTHEAST CORNER SPOTTED @ 391.17'
SOUTHWEST CORNER SPOTTED @ 392.53'
SOUTHEAST CORNER SPOTTED @ 391.17'
TOTALS: 1,567.44'-- 4 = 391.86' (Average datum elevation.)
CALCULATION OF AVERAGE ELEVATION DATUM. -
The elevation numbers indicated below were directly spotted at the proposed
building comers or are interpolations of EXISTING GRADE for the projected
corners (from survey prepared by Group Four, Inc., December 1998).
BUILDING #7
NORTHWEST CORNER SPOTTED @ 391.11'
NORTHEAST CORNER SPOTTED @ 381.11'
SOUTHWEST CORNER SPOTTED @ 391.11'
SOUTHEAST CORNER SPOTTED @ 381.11'
TOTALS: 1,544.44' + 4 = 386.11' (Average datum elevation.)
CALCULATION OF AVERAGE ELEVATION DATUM:
The elevation numbers indicated below were directly spotted at the proposed
building comers or are interpolations of EXISTING GRADE for the projected
corners (from survey prepared by Group Four, Inc., December 1998).
BUILDING #8
NORTHWEST CORNER SPOTTED @ 381.03'
NORTHEAST CORNER SPOTTED @ 379.70'
SOUTHWEST CORNER SPOTTED @ 381.03'
SOUTHEAST CORNER SPOTTED @ 379.70'
TOTALS: 1,521.46'-- 4 = 380.36' (Average datum elevation.)
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I Armadillo Storage — Phase 11 1 9
Drainage Report
Armadillo Self -Storage
Phase 11
IEXPIRES 08/30/2r :]
Prepared: October 20, 2004
Prepared For:
Dennis Chin
Armadillo Self -Storage
23031 Highway 99
Edmonds, WA 98036
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, WA 98011
0
I Armadillo Storage — Phase 11 1 98-4519
0
0
TABLE OF CONTENTS
1 Executive Summary & Drainage Information Summary Form
2 Existing Site Conditions
3 Developed Site Conditions
Appendix 3-A Flow Control Design - Calculations
Appendix 3-13 Flow Control Design - Supporting Documents
Appendix 3-C Stormwater Treatment Design - Calculations
Appendix 3-D Stormwater Conveyance Design - Calculations
4 Off -Site Analysis
5 Risk Assessment & Erosion Control Analysis
Appendix 5-A Erosion Control Facilities Design - Calculations
6 Special Reports & Studies
7 Operations & Maintenance Manual
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
Armadillo Storage — Phase 11 98-4519]
El
Section I
Project Overview
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, WA 98011
1 Armadillo Storage — Phase 11 F_
0
0
Proiect Overview
The Armadillo Self -Storage project proposes the expansion of an existing mini -storage facility.
The project proposes the construction of four new storage buildings, with the associated
roadways and utilities. The project is located at the southwest corner of the intersection of
Highway 99 and 230" St. SW., in the City of Edmonds. A vicinity map has been included as
Figure 1 of this document.
The expansion area consists mainly of fill material excavated from the original mini -storage
development several years ago. The area is clear of vegetation, except for some range grass
which has been established at the site. However, a modular building and two small sheds exist in
the parcel adjacent to the west. This parcel is immediately upstream of the proposed
development activity, and stormwater runoff from this parcel is tributary to the proposed project.
The project drainage basin will be assumed to contain this parcel, as well as the proposed
development area.
The site topography at the proposed expansion area is mostly flat, falling only slightly to the east.
Within approximately 25'of the eastern property line, however, the ground drops off sharply, at a
slope of approximately 2:1 (horizontal: vertical). This is due to the placement of excavated
material during the development of the existing self -storage facility.
The soils underlying the project site appear to be of the Alderwood variety, which is generally
described as having a moderately high runoff potential, and very little infiltration capacity. Since
the site soils are not well suited for infiltration, stormwater runoff will be collected and detained
within an underground vault prior to release into the public drainage system. Stormwater
treatment will be achieved through dead storage within the detention vault. Soils and hydraulic
information can be found in Appendix 3-A of this document.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, INA 98011
0
11
0
220TH ST SW
,37
228TH ST SW
230TH ST SW
234TH ST Sw
o
238TH ST
236TH ST SW
LAKE
BALLINGER NILE
TEMPLE
GOLF
COURSE
SCALE: 1"
2000'
JOB NO: 98-4519
GROUP FOUR, Inc.
SURVEYING - ENGINEERING - PLANNING - MANAGEMENT
16030 JUAN ITA-WOODINVILLE WAY NE
BOTHELL, WASHINGTON 98011
(425)775-4581 - (206)362.4244 - FAX(206)362-3819
ARMADILLO STORAGE
VICINITY MAP
FIGURE 1
CITY OF EDMONDS WASHINGTON
0
[ -Armadillo Storage - Phase I I F 978-74-5179 ]
Section 2
Existing Site Conditions
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, WA 98011
0
40
Armadillo Storage — Phase 11 9-8--4519—]
Existing Site Conditions L,.,Z'
The existing site topography can best be described as range grass over recently imported fill
material. Much of the underlying material was imported during the construction of the existing
storage facility (immediately south of the proposed development area). The current topography
is relatively flat over much of the proposed development area. The site drops off at about a 2:1
(horizontal: vertical) slope within about 25 feet of the east property line. The southeast corner of
the site also drops toward the south at a slope of approximately 6:1.
The topography of this area prior to the previous development appears to have sloped
continuously toward the east, with runoff flowing northwesterly across the east property line. It
appears that there had been a basin break very near the boundary between the previous
construction area, and the currently proposed construction area. Therefore, it will be assumed
that the proposed development exists within a single basin, which discharges toward the public
storm drainage system within 230th St. SW. A copy of the previous drainage report has been
included in Appendix 6-A of this document for comparison. A "Developed Conditions Map" is
included within the previous report which shows the topography on the site prior to the earlier
development.
The project is bounded by existing residential developments to the east, which are downstream of
the proposed improvement area. 230th Street SK bounds the site to the north, and the existing
Armadillo Storage facility bounds the site to the south. Flow from both of these areas are
collected and conveyed away from the site. Immediately west of the proposed development area
lies a parcel containing a small modular building and a couple of small sheds. This parcel is
tributary to the Armadillo expansion area, and will be considered to be within the same drainage
basin as the project site.
A map showing the existing site conditions is included as Figure 2 of this document.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
Armadillo Storage — Phase 11 9-8: 5 �19
Section 3
Developed Site Conditions
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, WA 98011
0
Armadillo Storage — Phase 11 9 :8:-:475 f9fl
Developed Site Conditions
The proposed development calls for the construction of 4 storage units, along with the associated
driveways and utilities. The proposed construction will install a significant amount of impervious
surface area, and therefore, is subject to the City of Edmonds' requirements for stormwater
detention and treatment.
In the developed condition, stormwater will be conveyed overland, and through roof drains, to a
pipe network. This storm drainage system will discharge to an underground vault, which will
detain the runoff prior to release from the site. The vault will also contain a permanent wetpool,
which will provide stormwater treatment. An overflow discharge standpipe will be installed within
the vault, to pass flows in the event that the control structure becomes inoperable.
Downstream of the vault, flow will be conveyed to an existing storm drainage system, which
40 exists within 230" Street SK
0
A Developed Site Hydrology map has been included as Figure 3 of this document.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
Armadillo Storage — Phase 11 9
Appendix 3-A
Flow Control Design
Calculations
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
I Armadillo Storage — Phase 11 1 9
0
0
Methodolog
The project site is subject to the the City of Edmonds' flow control guidelines, which require an
event -based stormwater model, consistent with the 1992 Department of Ecology Stormwater
Management Manual for the Puget Sound Basin (DOE Manual). For this analysis, a Santa
Barbara Urban Hydrograph (SBUH) model was used, assuming a Type 1-A rainfall distribution,
as modified by the DOE Manual.
The flow control standard within the 1992 DOE Manual mandates that the peak flow from the
developed project site for the 2-yr storm event cannot exceed Y2of the pre -developed 2-yr peak
flow. In addition, the peak flows from the developed project site during the 1 0-yr and 1 00-yr
design storms cannot exceed the pre -developed 1 0-yr and 1 00-yr storms respectively. The
following calculations demonstrate that the proposed detention vault has the capacity to regulate
flows to the levels prescribed by the DOE Manual.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
I Armadillo Storage - Phase 11 F_ 98--4-5-191
LJ
E
0
Step 1: Determine Precipitation Intensities
Project Precipitation
[2 yr] 1.50 in
[10 yr] 2.10 in
1100 yr] 3.40 in
Step 2: Calculate Pre -Developed Runoff Rates
Drainage Area: Existing
Hyd Method: SBUH Hyd
Loss Method: SCS CN Number
Peak Factor: 484.00
SCS Abs:
0.20
Storm Dur: 24.00 hrs
Intv:
10.00 min
Area
CN
TC
Pervious 2.1500 ac
Impervious 0.0000 ac
85.67
0.00
0.43 hrs
0.00 hrs
Total 2.1500 ac
Supporting Data:
Pervious CN Data:
Pasture Area
85.00
2.0400 ac
Pavement
98.00
0.0200 ac
Roof Area
98.00
0.0900 ac
Pervious TC Data:
Flow type: Description:
Length:
Slope: Coeff:
Travel Time
Sheet Reach #1
300.00 ft
3.33% 0.1300
25.07 min
Shallow Reach #2
80.00 ft
3.75% 11.0000
0.63 min
Shallow Reach #3
25.00 ft
40.00% 11.0000
0.06 min
Hydrograph Summary:
BasinlD
Peak Q
Peak T
Peak Vol
Area
Method
Raintype
Event
(S�
(hrs)
(ac-ft)
ac
/Loss
Existing
r 0. 1_319.3
8.00
0.0857
2.15
SIBLIH/SCS
kc24hr
2 yr
Existing
\�-Il 61 A
8-oo
0.1624
2.15
SBUH/SCS
kc24hr
10 yr
Existing
0.8006
8.00
0.3553
2.15
SBUH/SCS
kc24hr
100 yr
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, WA 98011
I Armadillo Storage - Phase 11 1 9
0
0
r]
L
Step 3: Calculate Developed Runoff Rates
Drainage Area: Developed
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.8500 ac 85.00 0.30 hrs
Impervious 1.3000 ac 98.00 0.01 hrs
Total 2.1500 ac
Supporting Data:
Pervious CN Data:
Pasture Area 85.00 0.8500 ac
Impervious CN Data:
Roof Area 98.00 0.6000 ac
Pavement Area 98.00 0.7000 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Reach #1 200.00 ft 4.00% 0.1300 16.84 min
Shallow Reach #2 38.00 ft 1.00% 27.0000 0.23 min
Shallow Reach #3 67.00 ft 2.00% 27.0000 0.29 min
Channel Reach #4 87.00 ft 2.00% 42.0000 0.24 min
Channel Reach #5 28.00 ft 1.00% 42.0000 0.11 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Shallow Reach #2 38.00 ft 1.00% 27.0000 0.23 min
Shallow Reach #3 67.00 ft 2.00% 27.0000 0.29 min
Channel Reach #4 87.00 ft 15.00% 42.0000 0.09 min
Channel Reach #5 28.00 ft 1.00% 42.0000 0.11 min
Hydrograph Summary:
BasinlD
Peak Q
Peak T
Peak Vol
Area
Method
Raintype
Event
(cfs)
(hrs)
(ac-ft)
ac
/Loss
Developed
0.6204
7.83
0.1707
2.15
SBLIH/SCS
kc24hr
2 yr
Developed
0.9474
7.83
0.2645
2.15
SBUHISCS
kc24hr
10 yr
Developed
1.6843
7.83
0.4798
2.15
SBLIH/SCS
kc24hr
100 yr
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
0 1 Armadillo Storage - Phase 11 1 9-8--4-5-19-1
Step 4: Design Detention Facility
Node ID: Vault
Desc: Vault Storage
Start El: 370.0000 ft Max El: 374.0000 ft
Contrib Basin: (none) Contrib Hyd: (none)
Length Width Void Ratio
65.0000 ft 19.0000 ft 100.00
Control Structure ID: Multliple Orifice - Multiple Orifice Structure
Descrip: Multiple Orifice
Start El Max El Increment
370.0000 ft 374.0000 ft 0.10
Orif Goeff: 0.62
Bottom El: 368.00 ft Lowest Diam: 1.2500 in
i
out to 2nd: 2.6000 ft 2nd Diam: 4.8750 in
Level Pool Routing Surnm
2 yr Match.9. 9.2 Peak Out Q: 0.07 cfs Peak Stg: 372.60 ft Active Vol: 3210.29 cf
97--*
c Q: 0. 32 cfs Peak Out Q: 0.27 cfs Peak Stg: 372.70 ft Active Vol: 3335.19 cf
100 yr Match Q: 0.80 ds Peak Out Q: 0.80 cfs Peak Stg: 373.83 ft Active Vol: 0.11 acft
C
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, WA 98011
0 1 Armadillo Storage - Phase 11 1 9-8--4-5-19-1
0
Step 4: Design Detention Facility
Calculated Storage Dimensions:
Bottom Length 65 ft.
Bottom Width = 19 ft.
Permanent water
surface elevation 370.00 ft.
Peak stage elevation 373.83 ft. (see 1 00-yr peak stage in
"Level Pool Routing Summary")
Peak stage depth = 3.83 ft.
Calculated Storage Volume 4,730 c.f.
Reauired Storage Dimensions:
Calculated Storage Volume 4,730 c.f.
Safety Factor = 1.35 Per 1992 DOE Manual - Figure 111.1.1
Required Storage Volume 6,386 c.f.
Actual Provided Detention Volume:
Design Vault Length 84 ft. (see Engineering Plans)
Design Vault Width = 19 ft. (see Engineering Plans)
Design Storage Depth 4 ft. (see Engineering Plans)
Provided Volume = 6,384 c.f.
Note: The vault is designed to accommodate lid panels 20' in length. It has been assumed that
the panels will require 6" on either end for support, so the available bottom width has
been assumed to be 19'. In practice, the structural design typically shows that slightly
less than 6" is needed for support, thereby providing slightly more storage volume than
is calculated above. The provided volume is 2 c.f. less than what is actually required,
however, the additional required volume will probably exist as a result of the reduced
bearing area discussed above. Even if this were not the case, the design is only
deficient by 0.03%, which is assumed to be an acceptable tolerance given that a 35%
safety factor has been applied. In order to accommodate the additional 2 c.f. of storage,
the vault would have to be lengthened by 4' to accommodate another panel, which would
result in substantial additional costs, and a significantly overdesigned vault.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
12
water capacity is low. Effective rooting depth is 20 to 40
inches. Runoff is rapid, and the hazard of water erosion
is high. A seasonal perched water table is at a depth of
18 to 36 inches from January to March. Springs or seep
areas are common.
The Everett soil is very deep and somewhat
excessively drained. It formed in glacial outwash.
Typically, the surface layer, where mixed to a depth of
about 6 inches, is very dark grayish brown gravelly sandy
loam. The subsoil is dark brown very gravelly sandy loam
about 12 inches thick. The upper part of the substratum
is brown very gravelly loamy sand about 5 inches thick.
The lower part to a depth of 60 inches or more is dark
brown extremely gravelly sand.
Permeability of the Everett soil is rapid. Available water
capacity is low. Effective rooting depth is 60 inches or
more. Runoff is rapid, and the hazard of water erosion is
moderate.
This unit is used mainly as woodland and for wildlife
habitat. It is also used for urban development.
Douglas -fir is the main woodland species on the
Alderwood soil. On the basis of a 100-year site curve,
the mean site index is 142. On the basis of a 50-year
site curve, the mean site index is 108. The mean annual
increment at culmination (CMAI) for Douglas -fir at age 65
is 146 cubic feet per acre.
Douglas -fir is the main woodland species on the
Everett soil. On the basis of a 100-year site curve, the
mean site index is 141. On the basis of a 50-year site
curve, the mean site index is 111. The mean annual
increment at culmination (CMAI) for Douglas-fk at age 65
is 146 cubic feet per acre.
Among the trees of limited extent on this unit are
western hemlock, western redcedar, and red alder.
Among the common forest understory plants are salal,
evergreen huckleberry, brackenfern, red huckleberry,
common rose, and Oregon -grape.
The main limitation for the harvesting of timber is
steepness of slope. Slope restricts the use of wheeled
and tracked equipment in skidding operations; cable
yarding systems generally are safer and disturb the soils
less. Harvesting systems that lift logs entirely off the
ground reduce the disturbance of the protective layer of
duff.
Logging roads require suitable surfacing for year-round
use. Rock for'road construction is not readily available
on this unit. Establishing plant cover on steep road cut
and fill slopes reduces erosion. Steep yarding paths, skid
trails, and firebreaks are subject to rilling and gullying
unless adequate water bars are provided or they are
protected by plant cover.
Seedling mortality is the main limitation for the
production of timber. Reforestation can be accomplished
by planting Douglas -fir seedlings. If seed trees are
present, natural reforestation of cutover areas by red
alder occurs periodically. The high temperature and low
moisture content of the Everett soil during the growing
season cause high mortality of seedlings, especially
Soil survey
those on south- and southwest -facing slopes. When
openings are made in the canopy, invading brushy
plants, if not controlled, can delay the establishment of
seedlings. Because the rooting depth is restricted by a
cemented pan in the Alderwood soil, trees are subject to
windthrow.
The main limitations of the Alderwood soil for septic
tank absorption fields and homesites are steepness of
slope and a seasonal perched water table. Effluent from
absorption fields flows laterally above'the pan and can
seep at the bottom of slopes. Drainage is needed if
buildings with basements and crawl spaces are
constructed. This soil sloughs readily when saturated.
The main limitations of the Everett soil for septic tank
absorption fields are steepness of slope and seepage. If
the density of housing is moderate to high, community
sewage systems are needed to prevent contamination of
water supplies as a result of seepage from onsite
sewage disposal systems. Road cuts tend to slough
readily.
To protect the soils in this unit from erosion during
construction, disturbed areas need to be seeded and
runoff should be controlled.
This map unit is in capability subclass Vile.
---w 5—Aiderwood-Urban land complex, 2 to 8 percent
slopes. This map unit is on till plains. Areas are irregular
in shape and are 100 to 1,000 acres in size. The native
vegetation is mainly conifers. Elevation is 50 to 550 feet.
The average annual precipitation is about 40 inches, the
average annual air temperature is about 50 degrees F,
and the average frost -free season is 170 to 190 days.
This unit is about 60 percent Alderwood gravelly sandy
loam and about 25 percent Urban land. The components
of this unit are so intricately intermingled that it was not
practical to map them separately at the scale used.
Included in this unit are small areas of McKenna and
Norma soils and Terric Medisaprists in depressional
areas and drainageways on plains. Also included are
small areas of soils that are very shallow over a
hardpan; small areas of Everett, Indianola, and Ragnar
soils on terraces and outwash plains; and soils that have
a stony and bouldery surface layer. Included areas make
up about 15 percent of the total acreage.
The Alderwood soil is moderately deep over a hardpan
and is moderately well drained. It formed in glacial till.
Typically, the surface layer is very dark grayish brown
gravelly sandy loam about 7 inches thick. The upper part
of the subsoil is dark yellowish brown and dark brown
very gravelly sandy loam about 23 inches thick. The
lower part is olive brown very gravelly sandy loam about
5 inches thick. A weakly cemented hardpan is at a depth
of about 35 inches. Depth to the hardpan ranges from
20 to 40 inches.
Permeability of the Alderwood soil is moderately rapid
above the hardpan and very slow through it. Available
water capacity is low. Effective rooting depth is 20 to 40
inches. Runoff is slow, and the hazard of water erosion
0
11
0
Snohomish County Area, Washington
is slight. A seasonal perched water table is at a depth of
18 to 36 inches from January to March.
Urban land is areas that are covered by streets,
buildings, parking lots, and other structures that obscure
or alter the soils so that identification is not possible.
The Alderwood soil in this unit is used mainly for
parks, building sites, lawns, gardens, and woodland.
The main limitations of the Alderwood soil for
h6mesites and septic tank absorption fields are the
depth to the hardpan and the seasonal perched water
table. Onsite waste disposal systems often fail or do not
function properly during periods of high rainfall. Drainage
is needed if buildings with basements and crawl spaces
are constructed. Topsoil needs to be stockpiled during
site preparation and subsequently used to cover the
exposed material. Additions of fertilizer and peat are
desirable prior to seeding grass for lawns.
This map unit is in capability subclass lVe.
6—Atderwood-Urban land complex, 8 to 15 percent
slopes. This map unit is on till plains. Areas are irregular
in shape and are 25 to 100 acres in size. The native
vegetation is mainly conifers and hardwoods. Elevation is
50 to 550 feet. The average annual precipitation is about
.40 inches,'the average annual air temperature is about
50 degrees F, and the average frost -free season is 170
to 190 days.
This unit is about 60 percent Alderwood gravelly sandy
loam and about 25 percent Urban land. The components
of this unit are so intricately intermingled that it was not
practical to map them separately at the scale used.
Included in this unit are small areas of Everett and
Indianola soils on terraces and outwash plains, Kitsap
soils on terraces and terrace escarpments, and Ragnar
soils on outwash plains. Included areas make up about
15 percent of the total acreage.
The Alderwood soil is moderately deep and
moderately well drained. It formed in glacial -till. Typically,
the surface layer is very dark grayish brown gravelly
sandy loam about 7 inches thick. The upper part of the
subsoil is dark yellowish brown and dark brown very
gravelly sandy loam about 23 inches thick. The lower
part is olive brown very gravelly sandy loam about 5
inches thick. A weakly cemented hardpan is at a depth
of about 35 inches. Depth to the hardpan ranges from
20 to 40 inches.
Permeability of the Alderwood soil is moderately rapid
above the hardpan and very plow through it. Available
water capacity is low. Effective rooting depth is 20 to 40
inches. Runoff is slow, and the hazard of water erosion
is slight. A seasonal perched water table is at a depth of
18 to 36 inches from January to March.
Urban land consists of areas that are covered by
streets, buildings, parking lots, and other structures that
obscure or alter the soils so that identification is not
possible.
The Alderwood soil in this unit is used mainly for
parks, building sites, lawns, and woodland.
13
The main limitations of the Alderwood soil for
homesites and septic tank absorption fields are the
depth to the hardpan and wetness because, of the
seasonal perched water table. Drainage is needed if
buildings with, basements and crawl spaces are
constructed. Onsite sewage disposal systems often fail
or do not function properly during periods of high rainfall.
Topsoil needs to be stockpiled during site preparation
and subsequently used to cover the exposed underlying
material. Additions of fertilizer and peat are desirable
prior to seeding grass for lawns.
This map unit is in capability subclass lVe.
7—Bellingham silty clay loam. This very deep, poorly
drained soil is in depressional areas. It formed in
alluvium and lacustrine sediment. Areas are regular in
shape and are about 2 to 25 acres in size. The native
vegetation is mainly grass and sedges. Elevation is 50 to
800 feet. Slope is 0 to 3 percent. The average annual
precipitation is about 45 inches,'the average annual air
temperature is about 50 degrees F, and the average
frost -free season is 160 to 180 days.
Typically, the surface layer is very dark gray silty clay
loam about 9 inches thick. The subsoil to a depth of 60
inches or more is mottled, gray and olive silty clay.
Included in this unit are small areas of Terric
Medisaprists, very poorly drained organic soils, Norma
soils along upland drainageways, Kitsap and Pastik soils
on terraces, and Bellingham soils that have been
drained. Included areas make up about 10 percent of the
total acreage.
Permeability of this Bellingham soil is slow. Available
water capacity is high. Effective rooting depth is limited
by a seasonal high water table that is at a depth of 0 to
about 12 inches from November to June. Runoff is very
slow, and the hazard of water erosion is slight. Poncling
occurs from November to June.
This unit is used for pasture, woodland, urban
development, and wildlife habitat. I
This unit is suited to pasture if the excess water on the
surface is removed. Tile drains or open ditches can be
used if suitable outlets are available. Grazing when the
soil in this unit is wet results in compaction of the
surface layer, poortilth, and reduced infiltration. Use of
proper stocking rates, pasture rotation, and restricted
grazing during wet periods helps to keep the pasture in
good condition. Proper grazing practices, weed control,
and fertilizer are needed for maximum quality of forage.
This unit is suited to red alder. On the basis of a 50-
year site curve, the mean site index is 83. The mean
annual increment at culmination (CMAI) for red alder at
age 40 is 89 cubic feet per acre. Among the trees of
limited extent on this unit are Douglas -fir, bigleaf maple,
western redcedar, and western hemlock. Among the
common forest understory plants are trailing blackberry,
western swordfern, thimbleberry, salmonberry, and
huckleberry.
The main limitation for the harvesting of timber is soil
wetness, which limits the use of.equipment to dry
41
0
E
0
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table M-1.6 HydroloKic Soil -Groups foe Soils in the Puget Sound Basin
Hydrologic '-;oil I - Hydrologic Soil,
Soil Typ-. I Group Soil Type — I Group 11
Agnew
C
Colicr
C
Ahl
B
Custer
N D
Alta
C
Dabob
N D
AJdcrwood -4
--sp. C Delphi
D
Arcims, Alderwood
B
Dick
ND
Arews, Everett
B
Dimal
D
Ashoe
B
Dupont
D
BaWhill
B
Earimont
C
Bartleston
C
Edlg—ick
Bauingard
B
Eld
B
Besusite
B
Elwell
B
Belfast
C
Esquaitzel
B
Bellingtuirn
D
Everett
A
Bellingham variant
C
Everson
D
Boistfort
Galvin
D
Gietchell
A
Briscot
D
Giles
B
*&ky
C
Godfrey
D
�Bijnkcr
B
Giiaenwater
C11
agey
C
Grove
C
. .
C-striabM
ND
C
.. .
Cagey
.
Nb
Hartnit
ND
Cassolary.
C
Ho , h
NiD
Cathcart
B
Hoko
NPD
Ciatralis
Woodsport
ND
Chehalis
B
H6ogd&l
C
Chesaw
A
Hoyput
�'ND
Cinebar
B
Huel
ND
C
Inclimoolst
ND
cuyion
Jonsis
Cosu;W beichas
variable
j6a"
CID
Ka.Woch
C
Katuls
C
Renton
D
Kilchis
C
Rep U1151-16
B
Kitzap
C
RiverwatiLh
variable
.... Klaus
ND
Rober
C
yj6&
;-wNl)
C
uirs
C
"Ikis m*
B
:sArfirnarniih
D
. Urnrnpi
ND
�in lush
ND
Linwood
ND
Scarnman
D
I.Youir
ND
S6hilcider
B
Mal
C
�csttie
D
Maillcy;
B
Sckiu
ND
Mashel
B
Scniiis-hm6o
D
maytovki
C
D
D
'Shano
'McMunvy
ND
ShdLtbn
C
"Molbouribc
Si
C
Menzel
ND
SinclAir
C
Mixed Alluvial
variable
sk.ipopa
D
Molson
B
'SEjk6rhith
B
MukilLeo
CID
Snahopish
ND
Naff
B
Sn6hbmiih
D
A
Solduc
B
National
?4D
S�llckj
ND.
Neilton
A
Spana
D
0
111-1-9 'FEBRUARY, 1992
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Soil Type
Hydrologic Soil
Group
Soil Type
HydrologicSoil
Group
Nowbery
B
SP&DAWAY
AIR
NisclLufly
B
Springdale
B
No6ksack
C
Sultavar
B
Norrns
CID
Sultan
C
Osarty
C
Sultan variant
R
Oletz
ND
Surnas
C
ND
OlonuxuA
C
Swantown
D
Olympic
B
Tac6fna
Orcas
D
Tanwax
14D
Oridis
D
Tulwhit
ND
orting
ND
t.nino
C
D
Omo
C
Tisch
ND
OVID
C
Tokul
Pastik
C
Townsend
C
-C
Triton
Nb
Phelan
ND
TUkWi1A
P
Pilchuck
C
Tukey
ND
Potchub
C
Tirbrn
variable
Poulabo
C
Vailton,
Prather
C
Verlot
C
Puset
D
Wkpath
ND
'Puyallup
B
Warden
B
(�ticcta
ND
Whidbey
ND
(*Cenc
ND
Wilkeson
Jtagiaar
B
Mrinston
Riiffler
C
Woodinville
B
Raught
B
Yelm
C
Ro6d
ND
Zynbar
Hydriplogid Soil Group
A. I (Low runoff potential).. ; S . oi . ls .'having high in-filtratio . n rates,, . even when
of deep, well�t6-excepsively-drainei
thoroughly wetted, and consisting chiefly i sion.
�sands or gravels. These soils have a high rate of water transm-8
B. (Moderately low runoff pot.entiAl). soils having moderate infiltration rates.
when thoroughly wetted, and consisting chiefly of moderately fine to moderate.
coarse textures. These soils have a moderate rate of water tr,ansmission.
(Moderately high runoff poten"tial). Soils having slow infiltration rates i4he:
textures.
G hor6ughly wetted, and consisting chiefly of soils with a layer that impedes
:derately fine to fin
downward movement of wati§r,wor soils with m6
have a slow.rate.of water transmission.
These soils.-
p. (High runoff potential). 'soils h�Lving very slow infiltration �ates when
thoroughly wetted and consisting chiefly of clay soils with a high -swelling
potential, soils with a permanent high water table, soils with A..,hardpan or
the surface, and shallow soils over ne.arly.impervibus -
clay layer at or near
material. These soils have a very slow rate of water transmips . i6n;,
ND Data not I currently avail4blb for this soil type.
*From S11-25, —TR-55 . ..... �e C''i -311101 -Mtion, J5ne 1986, Exhibit A:: - Revisions made from
1988 And various county so
scs, soil Interpretation Record, Form tS, September I.(
surveys.
FEBRUARY, 1992
TY—T-71 - 10
ANUAL FOR THE PUGET SOUND BASIN
STORMWATER MANAGEMENT Y
0
0
ern Washington Runoff curve Numbers
Table 111-1.3 SCS West elected agricultural,
Runoff curve numbers for 0
(Published by SCS in 1982). . suburban and urban torm duration.
land use for TypejA rainfall distribution, 24-hou�,�����
CURVE NUMBERS BY
O�
L C��
LAND USE DESCRIPTION SOIL
7 ] �HYDROLOGIC SOIL GROUP
FF---- A B C D�
86 91 94 9. 5
winter condition
Cultivated land (1) slands 74 82 89 92
low growing brush & gras ---- L��
Hountiin open areas: 65- T8 .85 '.89
keddow or pasture:
42 64 76 81
Wood or forest land: undisturbed I
rush 55 72 81 86
wo-6d or forest land: young second-growth,or b 81 88 92 94
orchard: with cover cr-.p
If courses, cemeteriesf
Open spaces, lawns, pdrks, go
landscaping. All grass cover on . k:75% of the
Good condition,.,.
area 50-75% of
Fair con.dition: grass cover on
the area
'parking-10ts:
Gravel roads
Dirt rOads & phLrking lots:
impervious surfaces, pavement, roofs etc.
s�fond�qetc�-
open watCr.bOd7ies: lakes, wetlanL
sin�le family resi n
%impervious-(3)
D i4 a- .1 L i n 6- Unit/G:,,�'6813 'Acre
15
�1. 0 DU/GA,
�i 20
-:1.-5 DU-JGA-�
25
2:.0 DU. -,/GA 36'
2..--5 DU/GA
34
O'DU/GA,.- —
3B
3.5-DU/PA 42
.4.0 DU/d-A 46
4.5 DU/GA 48.
5.0 DU/GA 50
5.5 DU/GA. 56--
52
6.0 DU/GA 54
6.5 DU/GN,
.-7. 0. bU/GA
pUD,s, . C'Oridos, apartments, %impervious
commercial businesses,& must be
computed
industrial areas
68 80- 90
7 -8 5 - 92�
76 85 89 -91
72 82 .87 89
98 98
00 100
0
1 00 100 10.0 100
sepa�ate curve numb6k
shali be selected for.
pervious & imoervioiA
portions Of the sit,e
or basin
&rb refer
agricultural land use curve numb
(1) For a more detailed description of , Hydrology, Chapter . 9, August 1972.
to National Engineering Handbook, Sec-�4 nto street/StOM system.
runoff is directed i
d drivewal dered to be in good
(.2) As6u6es roof an (lawn) are consi
eas
(3) The remaining pervious ar
condition for these curve numbers.
0
" MA
U.w
MEN
. . . . . . . . . . .
STORMWATER MANAGEMENT MMUAL FOR THE-PUGET SOUND BASIN = / '.'
1?4 19? 121
1 14 301 V.. RAX
L p 1121rhi"o-41
I "C.W-
MA
Iffir
HIS MEN'
0
0
STORKWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN f
124 123 122
419 F 45 J5&OM14 so
4 5
2 5
46
00
A
55
FRIG I
OR -PORT SIANL'
0-
70 3
a 0 30
85
5
75
2
5
481
3 2s$
7
0 PROJECT
90\ SITE
100,1
90! S AT 1,5.
40
7
00
o t.,
MM
0
V
3 (L_� 3 1--\,
r
I' -
TT I I _U 22—
TR L U
5 2
YAK
22
1UU
70,
so
55,
AD M �-30 25,
5 60 55 L) w 0 6
50 40 1 ICKLI
WASHINGTON 40 EN E
2
0 10 20 30 40 L 0
40
MILES —is 504535
I NOAA ATLAS 2, Volume IX
figure 30 45 50 55 go 65 Prepared by U.S. Department of C merce
ISOPLUVIALS. F 100-YR 24-HR PRECIPIT�TION National Oceanic aridAtMO!Ipheric ministration
Hice of Hydrology
IN TENTHS OF N INCH National Weniher Service, 0
Prepared for U.S. B Ticulture,
Soil Conservation Service, Engineer
frig Division
124 -___122 12 J
111-1-46 FEBRUARY, 1992
E L
0
0
STORKWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
FIGURE III-1.1
Volume Correction Factor to be Applied to
Streambank Erosion Control BMPs
Based on Site Impervious Cover
0
45
40
NIX 1<00y 14--r4w
a 35
0
U. 30 -
z
0
t;
w 25 -
Cr
Cr
0
L)
20
15
10 f
0 20 40 6d 100
SITE IMPERVIOUS COVER C%D
0
111-1-3 FEBRUARY, 1992
�m
0 1 Armadillo Storage — Phase 11 1 98--4-5-1-91
0
Appendix 3-C
Stormwater Treatment Design
Calculations
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, WA 98011
I Armadillo Storage — Phase 11 1 98-
0
0
Wetpool Sizing Calculations
Per 1992 DOE Stormwater Management Manual
Step 1: Identify 2-yr storm Intensity (from isopluvials)
2-yr Intensity = 1.5 in. - Per DOE Manual, P. 111-1-44
Step 2: Determine 6-mo storm intensity
6-mo Intensity 0.96 in. - Defined as 64% of the 2-yr intensity per
Appendix Al-2.1 of the DOE Manual.
Step 3: Determine 6-month runoff volume (from SBUH analysis)
6-mo Volume = 0.0925 Ac-ft See attached calculations
Step 4: Determine required wetpool storage volume:
Req'd. Volume 4,029 c.f. - Shall be equal to the 6-mo. runoff volume
per P. ll"-13 of the DOE Manual.
Step 6: Determine the actual volume provided in the detention vault:
Design Length = 84 ft.
Design Width = 19 ft.
Design Depth = 3.5 ft. - Wetpool storage only
Design Volume = 6,586 c.f. - Shall be greater than or equal to the
volume required by Step 4.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
I Armadillo Storage — Phase 11 F_ 9-8--4-51-91
Section 4
Offsite Analysis
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
0 1 Armadillo Storage — Phase 11 - 1 90:475719
LI
0
0
Upstream Analysis
The project is bounded to the west by a parcel which is tributary to the improvement area. This
area has been considered as a portion of the basin which the development will be constructed,
and has been accounted for in the detention facility design.
The site is bounded on the south by the existing storage facility, which lies in a separate drainage
basin. 230th Street SW bounds the northern edge of the site. Runoff from this roadway is
collected and conveyed away from the site. East of the site is a residential area, which lies
downhill of the project site.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
0 1 Armadillo Storage — Phase 11 1 9 :8:- 4 5 �19
0
0
Downstream Analysis
Most of the project site appears to drain easterly. A portion of the site is collected into a pipe and
is discharged to a roadside ditch along the south side of 2301h . A small portion drains to the south
property line as a result of the site previously being filled. The remainder of the site drains across
the east property line. It appears from the adjacent ground topography that this flow eventually is
routed to 230th Street SW.
As has been mentioned previously in this report, the project site has previously been filled with
excess material fromthe existing Armadillo Storage site. Prior to this grading activity, the project
site appears to have sloped toward the northwest. Therefore, the natural drainage path from this
site is northeasterly toward 230th Street SW.
A downstream drainage investigation was performed on the afternoon of October 19, 2004. The
weather conditions during the site visit were cloudy and cool. It had rained earlier that day, so the
ground was moist, however, no surface flow was observed.
The downstream investigation began at the north edge of the site. A roadside ditch exists along
the south edge of 230th St. SW (see photo #1). The ditch is vegetated with grass, and is
approximately 24" wide by 18" deep. There is no evidence of erosion or sedimentation within the
ditch.
Photo #1
(looking east along 230'h St. SW)
Near the northeast corner of the property, the roadway pavement widens, and the roadside ditch
ends. Runoff from the ditch appears to flow onto the widened pavement, along a curbline (see
photo #2). Downstream runoff enters a catch basin which lies approximately 20 feet downstream
of the property corner.
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, INA 98011
Armadillo Storage — Phase 11 T8-4-51-9
0
0
0
Photo #2
(looking east along 230" St. SVV)
Downstream runoff continues in the public drainage system beneath 230th Street SW. From what
could be observed in the catch basins, it appears that flow is conveyed through 12" CMP. The
pipe appears to be in good condition, from a surface level observation.
The downstream flowpath continues easterly along 230th Street SW until reaching the intersection
of 76 th Ave. West. From a surface -level inspection, it appears that flow is directed into a catch
basin near the middle of the intersection (see Photo #3).
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, WA 98011
Ave V
0
I Armadillo Storage — Phase 11 F_
0
0
0
Due to traffic on 76 th Ave. West, the catch basin lid was not removed. Although it was not
confirmed, it appears from the ground topography and surface features that the storm drainage
flowpath continues northerly to 228 th Street SW, where the flow continues to the East. From
previous project experience in the vicinity, it is assumed that flow eventually continues toward
Lake Ballinger.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
0 1 Armadillo Storage — Phase 11 1 9
Section 5
Risk Assessment &
Erosion Control Analysis
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
0 1 Armadillo Storage - Phase 11 1 9 8:-:4 5 1=9
Risk Assessment & Erosion Control Analysis
The erosion control risk for this project is performed in accordance with current Department of
Ecology regulations for construction stormwater pollution prevention plans. The DOE
requirements call for the selection of stormwater pollution prevention plan standards based on a
number of risk assessment items such as:
o Area of the exposed site
— The site proposes the development of approximately 2.15 acres
o Relationship of the site to a receiving water, critical area, or ESA area
— No significant receiving waters, critical areas, or ESA areas are expected to be
impacted by the proposed development activity.
o Season that grading activity is proposed
Grading activity could occur during either the wet or dry season depending on the
plan approval and construction schedule.
o Site characteristics
— The site consists of Alderwood soils (hydrologic soil group'C'), as determined by
USDA Soil Survey for Snohomish County (see soil map, Appendix 3-13). This type of
soil is generally considered to have moderate to high runoff potential, but not a
significant erosion hazard.
The project site is expected to present a low risk for significant erosion and sediment
transportation if appropriate Temporary Erosion and Sediment Control (TESC) measures are
taken. These items are outlined in the engineering drawings (See TESC Plan), as well as in the
Stormwater Pollution Prevention Plan (SWPPP) below.
The Washington State Department of Ecology has outlined 12 items of importance that are to be
addressed in a SWPPP. These items are listed and addressed below:
Element #11: Mark Clearinq Limits
Clearing Limits will be flagged or fenced by Group Four, Inc., prior to the commencement of
construction activity.
Element #2: Establish Construction Access
A stabilized rock construction entrance shall be provided as shown on the engineering plans.
Element #3: Detain Flows
The permanent detention facility and discharge line shall be constructed in the early stages of the
project, prior to significant clearing and grading activity. Once the permanent detention facility is
complete, the site shall be cleared and temporary conveyance channels shall be constructed on -
site to ensure that all site flows are directed toward the detention facility. This is expected to
provide a sufficient residence time for a significant portion of sediments to be removed from the
runoff prior to release from the site.
Element #4: Install Sediment Controls
An appropriate amount of sediment is expected to be removed via the mechanism outlined in
Element #3.
Element #5: Stabilize Soils
The temporary erosion and sediment control plan calls for the stabilization of exposed soils
through mulching or hydroseeding when the soils are not to be worked for a significant period of
time. The plan also calls for the establishment of permanent vegetation through hydroseeding
once the site has reached final grade.
GROUP FOUR, Inc.
16030 Juanita- Woodinville Way NE
Bothell, WA 98011
I Armadillo Storage — Phase 11 1 9
0
Element #6: Protect Slopes
All slopes on the project site shall be stabilized as quickly as is reasonably possible. Due to the
size of the project, it is not expected that any steep slopes will remain unworked or unstabilized
for a significant period of time.
Element #7: Protect Drain Inlets
The Temporary Erosion and Sediment Control Plan calls for a filter fabric sock to be installed at
all nearby catch basin inlets, and gravel filters at all newly constructed catch basin inlets. The
gravel filters will be replaced with filter fabric socks immediately prior to paving activity.
Element #8: Stabilize Channels and Outlets
All temporary interceptor swales shall contain check dams whenever a drop of 2 vertical feet or
more occurs. No surface outlets are proposed.
Element #9: Control Pollutants
All waste materials shall be disposed of in an approved location, in accordance with City of
Edmonds standards. Due to the relatively small scope of the project, construction equipment is
not expected to remain on -site long enough to require substantial maintenance. All fueling and
equipment maintenance which presents a contamination hazard shall be performed in a single
location to reduce the potential for widespread surface water contamination. If a spill or other
contamination event should occur, the contractor should make every effort to contain and clean
the area immediately, and prevent contaminated runoff from reaching the downstream drainage
system.
Element #10: Control De -Watering
No significant dewatering is expected to occur during this project.
Element #11: Maintain BMPs
As was discussed previously, all BMPs should be monitored and maintained regularly to insure
adequate operation. A TESC supervisor shall be identified at the beginning of the project, to
provide monitoring and direct the appropriate maintenance activity. As site conditions change, all
l3MPs shall be updated as necessary to maintain compliance with City standards.
Element #12: Mana-ge the pro*ect
The project will begin with a pre -construction conference, in which an on -site TESC supervisor
shall be identified. The on -site supervisor shall monitor all TESC facilities regularly, and maintain
a log of inspections and improvements to demonstrate compliance with City standards. The
project is not large enough to be effectively phased, therefore, it will be important to ensure that
the entire site is in conformance with City of Edmonds erosion control standards at all time. The
TESC supervisor shall notify Group Four, Inc. of any problems with the proposed erosion control
elements, or if any revisions to the plan need to be made. Additional erosion control materials,
such as filter fabric fencing, cover plastic, and straw bales, shall be kept on -site at all times in the
event that an erosion control feature needs to be replaced, or installed.
GROUP FOUR, Inc.
16030 juanita-Woodinville Way NE
Bothell, WA 98011
I Armadillo Storage — Phase 11 1 9:87-45-1-9]
D
El
Appendix 5-A
Temporary Sediment Facility
Sizing Calculations
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
0 1 Armadillo Storage - Phase 11 - 1 98---4-5-1-91
0
2-yr Developed Flowrate:
The developed flowrates for the project were calculated in Appendix 3-A of this report, and are
repeated here. The 1992 DOE Manual stipulates that the 2-yr design storm should be used to
design the TESC facility, unless downstream conditions warrant a higher level of control. In this
case, no sensitive areas are near the project site, so the 2-yr design storm will be used. The
following calculations will demonstrate that the proposed detention facility is significantly larger
than what is needed to provide the minimum level of sediment control.
Temporary Sediment Trap Sizing Calculations
Per 1992 DOE Stormwater Management
Manual, 11.5.8.7 (bmp E3.40)
Step 1: Obtain the discharge from the hydrologic calculations of the peak flow for
the 2-year runoff event. The 10-year peak flow shall be used if the project
size, expected timing and duration of construction, or downstream
conditions warrant a higher level of protection.
2 - yr peak flow= 0.62 cfs (see calculations, App. 3-A)
Step 2: Determine the required surface area as follows:
SA 2 x 2 - yr peak flow
0.00096
SA = 1,292 s.f.
Step 3: Calculate the provided surface area within the vault
Interior Length = 84 ft.
Interior Width = 19 ft.
Surface Area = 1,596 s.f.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
Armadillo Storage — Phase 11 98-4519]
Section 6
Special Reports & Studies
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
. Bothell, WA 98011
0 1 Armadillo Storage - Phase 11 - 1 98--4-5-1-9]
0
0
Special Reports & Studies
The drainage report for the existing Armadillo Storage facility is included in Appendix 6-A for
reference. No other special reports or studies have been prepared for this project.
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
0 1 Armadillo Storage — Phase 11 - 1 98-4519 1
0
Appendix 6-A
Armadillo Self -Storage
(Phase 1)
Drainage Calculations
GROUP FOUR, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
0
0
DRAINAGE CALCULATIONS
ARMADILLO SELF STORAGE
BUILDING PERMIT APPLICATION
City of Edmonds, Washington
GROUP FOUR JOB No. 98-4519
GR 0 UP FO UR, In c.
1603OJuanita- Woodinville Way NE
Bothell, WA 98011
FAX (206) 362-3819
(425) 775-4581 a (206) 362-4244
0
0
0
0
DRAINAGE CALCULATIONS
ARMIDILLO SELF STORAGE
BUILDING PERMIT APPLICATION
City of Edmonds, Washington
June 24, 1999
Prepared For: Prepared By:
Dennis Chin Group Four, Inc.
23031 SR 99 16030 Juanita -Woodinville Way N.E.
Edmonds,WA 98020 Bothell, WA 98011
0
TABLE OF CONTENTS
Introduction: .................................................................................................................................... I
Summaryof Results: ....................................................................................................................... 2
VicinityMap: .................................................................................................................................. 3
BasinSummaries: ........................................................................................................................... 4
Runoff Curve Number and Time of Concentration: .........
Detention Vault Design Data: ...........................................
Drainage Basin Map: ........................................................
.......................................................... 6
........................................................ 11
........................................................ 14
10
0
INTRODUCTION
The following report presents the design of a storm water detention system for the proposed Armadillo Self
Storage Development. The project consists of 8 self storage warehouse buildings with a manager
office/apartment in one of the buildings. The project site is located the east side of State Route 99 (Pacific
Highway), approximately 3,500 feet north of State Route 104 (Edmonds Way) in the City of Edmonds.
PRE DEVELOPED SITE CONDITIONS
The site is presently vacant. Ground cover consists of tall grass. The property slopes from west to east with
an average gradient of eight percent. Runoff from an adjacent parking lot immediately west of the site flows
across the property from west to east. Runoff exits the site as sheet flow onto grass lawn areas immediately
east of the project. Portions of the runoff drain to a storm drain pipe system in 23 V Street SW. This pipe
system continues east approximately 2,000 feet to outfall directly into Lake Ballinger.
POST DEVELOPED SITE CONDITIONS
As shown on the construction plans submitted with the building permit application, runoff from the
proposed driveway and roof areas will be conveyed in a storm drain pipe system to a detention vault located
on the east side of the development. A separate storm drain pipe system will collect runoff from the existing
paved area west of the site and convey it directly to the existing storm drain system in 231" Street SW.
Additionally, a storm drain line will be constructed to serve future development immediately north of the
project site. This system is intended to collect outflow from the detention facility and convey it to the
existing system in 23 1 " Street SW. Both systems bypass the proposed detention vault. The underground
detention vault has been designed to control runoff from the proposed development in accordance with
current City drainage requirements. The system will release flows at the pre -developed rate for the 10 and
100-year storms. The release rate for the facility was reduced to reflect a second growth forested condition
to meet the standard for "redevelopment" established in the City Drainage Ordinance. The "Waterworks"
program with the Santa Barbara Unit Hydrograph (SBUH) method and Type IA rainfall distribution was
used in the design of the proposed facility.
Control in the detention system will be provided by the following set inside of the vault.
A 7/8 inch diameter orifice with an outlet elevation of 370.30.
0 A 3-3/8 inch orifice with an outlet elevation of 375.30.
0 A 12 inch diameter restrictor with an overflow elevation of 376.20.
Water quality measures will consist of 3 feet of dead storage in the bottom of the vault. The volume of dead
storage provided equals the total volume of runoff for the 6-month storm in accordance with current
Department of Ecology recommendations.
0 1
0
0
SUMMARY OF RESULTS
PROPOSED DETENTION SYSTEM
Total Area of Project Site: ............................................................................................... 2.66 Acres
Total Area Tributary to Detention System (Basin No. 1): ............................................... 2.66 Acres
10YEARSTORM
Peak Discharge for Pre Developed Conditions (Retained Area), Qex: ................................ 0. 16 cfs
Allowable Release Rate From Detention System, Qr = Qex: ............................................... 0. 16 cfs
Peak Inflow to Detention System: ........................................................................................ 0.98 cfs
ProposedRelease Rate: ......................................................................................................... 0. 16 cfs
Design Water Surface Elevation: ........................................................................................... 375.14
Approximate Volume of Storage Provided: ....................................................................... 6,824 cf
100 YEAR STORM
Peak Discharge for Pre Developed Conditions (Retained Area), Qex: ....................
Allowable Release Rate From Detention System, Qr = Qex: ...................................
Peak Inflow to Detention System: ............................................................................
ProposedRelease Rate: .............................................................................................
Design Water Surface Elevation: ..............................................................................
Approximate Volume of Storage Provided: .............................................................
HISTORY OF HYDROGRAPH ACTIVITY
Date of Session: 3/18/99 1:16:21 pm.
LPOOL 1 "10 YEAR STORM" Bl-EX010 Bl-DE010 V-1 C-1 1
Description MatchQ PeakQ Sto Dis PkStg
10 YEAR STORM 0.16 0.98 V-1 C-1 375.14
LPOOL 2 "100 YEAR STORM" Bl-EX100 Bl-DE100 V-1 C-1 2
Description MatchQ PeakQ Sto Dis PkStg
100 YEAR STORM 0.45 1.54 V-1 C-1 375.97
........ 0.45 cfs
........ 0.45 cfs
........ 1.54 cfs
........ 0.43 cfs
......... 375.97
....... 8,799 cf
OutQ hyd Volume
0.16 1 6824.23
OutQ hyd Volume
0.43 2 8798.61
0 2
0
0
0
w
�j
BASIN SUMMARIES
0
9
0
BASIN SUMMARIES
PRE DEVELOPED CONDITIONS
BASIN ID: Bl-EX010 NAME: BASIN 1 - EX. 10 YR. STORM
SBUH METHODOLOGY
TOTAL AREA ....... 2.66 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV
PRECIPITATION .... 2.00 inches AREA..: 2.66 Acres
TIME INTERVAL .... 10.00 min CN .... 81.00
TC .... 38.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.16 cfs VOL: 0.13 Ac-ft TIME: 490 min
BASIN ID: Bl-EX100 NAME: BASIN 1 - EX. 100 YR. STORM
SBUH METHODOLOGY
TOTAL AREA ....... 2.66 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV
PRECIPITATION .... 3.00 inches AREA..: 2.66 Acres
TIME INTERVAL .... 10.00 min CN .... 81.00
TC .... 38.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.45 cfs VOL: 0.29 Ac-ft TIME: 490 min
BASIN SUMMARIES
POST DEVELOPED CONDITIONS
BASIN ID: Bl-DEOWQ
NAME: BASIN 1 - WATER QUALITY STORM
SBUH METHODOLOGY
TOTAL AREA .......
2.66 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
PRECIPITATION ....
1.00 inches
AREA..:
2.66 Acres
TIME INTERVAL ....
10.00 min
CN ....
97.00
TC ....
10.60 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.41 cfs
VOL: 0.16
Ac-ft TIME: 480 min
BASIN ID: Bl-DE010
NAME: BASIN 1 - DEV.
10 YR. STORM
SBUH METHODOLOGY
TOTAL AREA .......
2.66 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
PRECIPITATION ....
2.00 inches
AREA..:
2.66 Acres
TIME INTERVAL ....
10.00 min
CN ....
97.00
TC ....
10.60 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.98 cfs
VOL: 0.37
Ac-ft TIME:
480 min
BASIN ID: Bl-DE100
NAME: BASIN 1 - DEV.
100 YR. STORM
SBUH METHODOLOGY
TOTAL AREA .......
2.66 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
PRECIPITATION ....
3.00 inches
AREA..:
2.66 Acres
TIME INTERVAL ....
10.00 min
CN ....
97.00
TC ....
10.60 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 1.54 cfs
VOL: 0.59
Ac-ft TIME:
480 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
Ll
0
RUNOFF CURVE NUMBER
TIME OF CONCENTRATION
' ;teo
;Fr— I '-.vb
OD
07,
k'
10
co
co,
ri
-4
orl,
PEW.
40.
AA
q C. iet 40
.7* 1A.
ot"
Lu
di
.1"! V'
�l
b
00
2
0
0 0
0
—06
-0
>1
0
0
0
0
0
ARMIDILLO SELF STORAGE
RUNOFF CURVE NUMBER CALCULATIONS
PRE DEVELOPED CONDITIONS
RETAINED AREA
Soil Name and
Hydrologic Soil Group
Cover Description
Runoff Curve
Number
RCN
Area
(Acres)
A
RCNxA
Name
H G
Alderwood
C
ooded Areas (Second Growt
81
2.656
215.16
Totalsi
2.656
215.1--61
Runoff Curve Number = (RCN x A) / A: ................................................................. 81.00
Runoff Curve Number Used in Basin Calculations .................................................. 81.00
POST DEVELOPED CONDITIONS
RETAINED AREA
Soil Name and
Hydrologic Soil Group
Cover Description
Runoff Curve
Number
RCN
Area
(Acres)
A
RCN x A
Name
HSG
Alderwood
C
Lawn Areas
86
0.292
25.08
Alderwood
C
Impervious Areas
98
2.365
231.73
q
Totalsi
2.656
1 256. 8 1
Runoff Curve Number = (RCN x A) / A: .................................................................
Runoff Curve Number Used in Basin Calculations ..................................................
96.68
97.00
DmcalcAs 8
6/25/99
I-1 L
ARMADILLO SELF STORAGE
TIME OF CONCENTRATION
PRE DEVELOPED CONDITIONS
RETAINED AREA
Sheet Flow (Applicable to Tc only)
Surface Description
Woods
Manning's Roughness Coefficient, nsheet
0.40
Flow Length (L<=300'), Lsheet
225 feet
2-Year, 24-Hour Rainfall, P2
1.50inches
Land Slope, Ssheet
0.085 ft/ft
Tt Sheet
0.56 hours
,Tt Sheet
.33.64 min.
Shallow Concentrated Flow (See King County SWU Manual, Page 3.5.2-6, 3.5.2-7)
Surface Description
Woods
Flow Length, Lshallow
245 ft
Watercourse Slope, So
0.035 ft/ft
Time of Concentration Velocity Factor, ks
5.00
Average Velocity, Vshallow = k X SoA0 .5
0.94 fps
Tt Shallow
0.07 hours
Ft Shallow
14.37
min.
Channel Flow (See King County SWU Manual, Pages 3.5.2-6, 3.5.2-7))
Type of Channel
None
Flow Length, Lchannel
0 ft
Watercourse Slope, So
0.000 fuft
Time of Concentration Velocity Factor, kc
0.00
Average Velocity, Vchannel = k X SoA0 .5
0.00 fps
Tt Channel
0.00 hours
,Tt Channel
10.00 min. I
Results: Watershed or Subarea Tc or Tt
Total Tc or Tt 0.63 hours
Total Tc or Tt 38.00 min.
Note:
1. Worksheet based on time equations from King County Surface Water Design Manual,
Chapter 3
Dmcalc.xls
9
6/25/99
19
ARMADILLO SELF STORAGE
TIME OF CONCENTRATION
POST DEVELOPED CONDITIONS
RETAINED AREA
Sheet Flow (Applicable to Tic only)
Surface Description
Pavement
Manning's Roughness Coefficient, nsheet
0.11
Flow Length (L<=300'), Lsheet
150 feet
2-Year, 24-Hour Rainfall, P2
1.50inches
Land Slope, Ssheet
0.063 ft/ft
Tt Sheet
0.16 hours
Ft Sheet
.9.78 min.
Shallow Concentrated Flow (See King County SWV Manual, Page 3.5.2-6, 3.5.2-7)
Surface Description
Paved
Flow Length, Lshallow
300 ft
Watercourse Slope, So
0.051 ft/ft
Time of Concentration Velocity Factor, ks
27.00
Average Velocity, Vshallow = k X SoA0 .5
16. 10 fps
Tt Shallow
0.01 hours
.Tt Shallow
10.82 min.
Channel Flow (See King County SWU Manual, Pages 3.5.2-6,3.5.2-7))
Type of Channel
Pipe
Flow Length, Lchannel
7 ft
Watercourse Slope, So
0.300 fttft
Time of Concentration Velocity Factor, kc
67.25
Average Velocity, Vchannel = k X SoA0 .5
36.83 fps
Tt Channel
0.00 hours
iTt Channel
0.00 min.
Results: Watershed or Subarea Tc or Tt
Total Tc or Tt 0.18 hours
Total Tc or Tt 10.60 min.
Note:
1. Worksheet based on time equations from King County Surface Water Design Manual,
Chapter 3
DmcalcAs 10
6/25/99
1*
DETENTION VAULT
DESIGN DATA
11
Ll
STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. V-1,
Description: DETENTION VAULT
Length: 120.00 ft. Width: 20.00 ft. voids: 1.000
STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE----> STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- >
(ft) --- cf--- --Ac-Ft- (ft) --- cf--- --AC-Ft- (ft) --- cf--- --AC-Ft- (ft) --- Cf --- -- AC-Ft-
372.30 0.0000 0.0000 373.50 2880 0.0661 374.70 5760 0.1322 375.90 8640 0.1983
372.40 240.00 0.0055 373.60 3120 0.0716 374.80 6000 0.1377 , 376.00 8880 0.2039
372.50 480.00 0.0110 373.70 3360 0.0771 374.90 6240 0.1433 376.10 9120 0.2094
372.60 720.00 0.0165 373.80 3600 0.0826 375.00 6480 0.1488 376.20 9360 0.2149
372.70 960.00 0.0220 373.90 3840 0.0882 375.10 6720 0.1543 376.30 9600 0.2204
372.80 1200 0.0275 374.00 4080 0.0937 375.20 6960 0.1598 376.40 9840 0.2259
372.90 1440 0.0331 374.10 4320 0.0992 37S.30 7200 0.1653 376.50 10080 0.2314
373.00 1680 0.0366 374.20 4560 0.1047 375.40 7440 0.1708 376.60 10320 0.2369
373.10 1920 0.0441 374.30 4800 0.1102 375.50 7680 0.1763 376.70 10560 0.2424
373.20 2160 0.0496 374.40 5040 0,1157 375.60 7920 0.1818 376.80 10800 0.2479
373.30 2400 0.0551 374.50 5280 0.1212 375.70 8160 0.1873
373.40 2640 0.0606 374.60 5520 0.1267 375.80 8400 0.1928
12
Ll
STAGE DISCHARGE TABLES
COMBINATION DISCHARGE ID No. C-1
Description: CONTROL STRUCTURE - BASIN 1
Structure; 0-1 Structure:
Structure: R-1 Structure:
Structure:
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE >
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
372.30
0.0000
373.50
0.1045
374.70
0.1478
375.90
0.4204
372.40
0.0302
373.60
0.1088
374 .80
0.1508
376.00
0.4421
372.50
0.0427
373.70
0.1129
374.90
0.1538
376.10
0.4624
372.60
0.0523
373.80
0.1168
375.00
0.1568
376.20
0.4817
372.70
0.0603
373.90
0.1207
375.10
0.1596
376.30
0.8079
372.80
0.0675
374.00
0.1244
375.20
0.1625
376.40
1.3885
372.90
0.0739
374.10
0.1280
375.30
0.1653
376.50
2.1344
373.00
0.0798
374.20
0.1315
375.40
0.2657
376.60
2.9422
373.10
0.0853
374.30
0.1349
375.50
0.3089
376.70
3.2401
373.20
0.0905
374.40
0.1383
375.60
0.3426
376.80
3.5105
373.30
0.0954
374.50
0.1415
375.70
0.3714
376.90
3.7599
373.40
0.1001
374.60
0.1447
375.80
0.3971
MULTIPLE ORIFICE ID No. 0-1
Description: CONTROL ORIFICE
Outlet Elev: 372.30
Elev:
370.30 ft
Orifice Diameter: 1.8750 in.
Elev:
375.30 ft
Orifice 2 Diameter: 3.3750
in.
STAGE
<--DISCHARGE --- >
STAGE <--DISCHARGE --- > STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE >
(ft)
--- CfS -- -------
(ft) --- CfS --
------- (ft)
--- CfS -- -------
(ft)
--- CfS -- -------
372.30
0.0000
373.30 0.0954
374.30
0.1349
375.30
0.1653
372.40
0.0302
373.40 0.1001
374.40
0.1383
375.40
0.2657
372.50
0.0427
373.50 0.1045
374.50
0.1415
375.50
0.3089
372.60
0.0523
373.60 0.1088
374.60
0.1447
375.60
0.3426
372.70
0.0603
373.70 0.1129
374.70
0.1478
375.70
0.3714
372.80
0.0675
373.80 0.1168
37.4.80
0.1506
375.80
0.3971
372.90
0.0739
373.90 0.1207
374.90
0.1538
375.90
0.4204
373.00
0.0798
374.00 0.1244
375.00
0.1568
376.00
0.4421
373.10
0.0853
374.10 0.1280
375.10
0.1596
376.10
0.4624
373.20
0.0905
374.20 0.1315
375.20
0.1625
376.20
0.4817
RISER
DISCHARGE
ID No. R-1
Description: CONTROL
STRUCTURE
- BASIN 1
Riser
Diameter (in):
12.00
elev: 376.20 ft
Weir Coefficient
... :
9.739
height: 376.80 ft
Orif Coefficient...:
3.782
increm:
0.10 ft
STAGE
<--DISCHARGE --- >
STAGE <--DISCHARGE --- > STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE >
(ft)
--- CfS -- -------
(ft) --- CfS --
------- (ft)
--- CfS -- -------
(ft)
--- CfS -- -------
;7=�6�=2=0�===O==OWO=0=0==��==��=W=-3-7=6-.=3�O�m==O-.�3�O�8=0====�==�=�==3=7-6�=5=0====l==6=0=0=3===�====���=37=�6-7=�O�=�=2==6=7�4�3�=�======-=
376.20
0.0000
376.40 0.8711
376.60
2.3919
376.80
2.9295
0 13
9
0
DRAINAGE BASIN MAP
0 14
Permit No
City of Edmonds
RIGHT-OF-WAY CONSTRUCTION PERMIT IssueDate:
Fl. A. Address or Vicinity of Construction:.
B. Type of Work (be specific):
'S
0i r \ f
_�(G I(LA.6t Uez s:�,P_MQ p _C_.%,CoAtac a)
Mailin " e .1 A I dd . ress: �y 1�0 Phone: -7) 1191'
M-60TIM55h V0.5 el%Zlto
State License #:--I f) Fi2An1:q1o90_1Q
18q4City Business License #:
Liability Insurance: Bond: $
D. Building Permit # (if applicable): Side Sewer Permit # (if applicable):,
E. >�Corn;ercial '.Subdivision 0 City Proj��ct EUC (PUDI VERI . ZON, PSE, COMCAST, OVWSD)
Sfigle Family Other
'�Farnily
0
IN R
U111
S C
F. PAVEMENT CUT: [:1 YES EJ: NO G. SIZE OF CUT x
CONCRETE CUT: [-I YES El NO
G. R Mail Approved Permit Call for Pickup
APPLICANT TO READ AND SIGN
INDEMNITY. Applicant understands by his/her signature to this application helshe holds the City of Edmonds harmless from
injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the Oty, Of
Edmonds or any of its departments or employees, including. but not limited to the defense df any legal proceedings including defense
costs and attornev reqs by r�a
!on ofgranting this permit..
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWI)VG THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORA TION FEES WILL BE HELD UNTIL THE FINAL STREET PA TCH IS
COMPLETEDB Y CITY FORCES, A T WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT.
I I
* Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
* Restoration is to be in accoraan'�e' wit'h* City codes. All street -cut trench work shall be patched with asphalt or City -
approved mater'iallpri6r16 the end of the 'workday - NO EXCEPTIONS.
* Three sets',of construction dra,wi.ngs.of proposed work are required with the permit application.
CALL DIAL-A-DIG,(1-800-424-5555) PRIOR TO BEGINNINGWORK
4
I HA VE REA, &THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THATIM LMAKE ITHE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
Signature: Date: R/"l S�:
(tontrac,tor or Agent) / - �
Approved by:
&4,
Time Authorized: Void After
Special Conditions:lg6?.ee, L�
A � I � _Z . ., , - � �
FORC1TY1
-ONLY
-;Of-way
140!
01' .,DisruptiQfi� Fee/Fund�,'l 14:�
_.AA0
nspe io�'Foe-
ta!
Rece'ibtNo:,
Issuedby:
REQUIRED INSPECTIONS:
4'
Call 425-771-0220i Ext. 1326for a 24-h6ur voice -recorded inspection request line.
FINAL APPROVAL OF PERMITTED WORK: DATE:
Inspector's Signature
CADocurnents and Settings\Curtis\My Documents\Forms\Engnrng\ROWpermit_.doc
Revised 10/01/03
Citv of Edmonds Permit No:
5
RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date:
230th St SW
A. Address or Vicinity of Construction:
Installation of catch basin on 230th St SW for new storage facility
B. Type of Work (be spe,if,,1: Utility work
-Arrriadillo Storage
C. Contractor: Infrastructure Systerns, Inc.
Mailing Address: PO Box 337
State License#: INFRAS1969C6
City Business License #: 1844
Contact: Dalyn M. Randall
Phone: 36D-862-1792
Liability Insurance:_ Bond: $
D. Building Permit # (if applicable): Side Sewer Permit # (if applicable):
E. [N Commercial Subdivision D City Project [I EUC (PUD, VERIZON, PSE, COMCAST, OYWSD)
13 Multi-Fanlily Single Family El Other
INSPECTOR-- HawIdns
F. PAVEM&N-T CUT: EJ YES [],%,o G. SIZE OF CUT 10 X 10
CONCRETE CUT. 0 YES 0 % 0
G. Mail Approved Permit Call for Pickup
APPLICANT TO READ AND SIGN
INDEMNTIT.- Applicant understands by his1her signature to this application helshe holds the City ofEdmonds harmless from
injuries, damages or claim of any kind or description whatsoever, foreseen or unforeseen, that may he made against the City of
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and anorneyfees by reason ofgranting this permit.
TME CO3VTJUCtOJt IS RESPONSIBLE FOB WORKMANSHIP AND MATERZALS FOR A PERIOD OF ONS YEAR FOLL007NU THE MAL
INSPEMONANDACCEPTANCE OF THE WORX EYTLVATED R&MR47701V FEES WILL BE HELD GYM THE FrNAL STREErPAIrMIS
COMPtJTEDBYC7T7FOJ?CZ%AT WR2'CN T)MA DERITOR C!REDrf WILL REPROMMO FOR ISSUA.MCE TO THEAPPLICANT.
* Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAQ 296-155-305 and must have certification verifying completion of the
required training in their possession.
+ Restoration is to be in accordance w[6 City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday —NO, EXCEPTIONS.
* Three sets ofconstruction drawings ofproposed work are required with the permit application.
CALL DIAL -A -DIG (1-800424-5555) PRIOR TO BEGDIMNG WORK
I HA VE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
TJMT]j TkW PINK COPUZE THEPE. AVAI, ABLE ONSITE ATALL TIMES FOR INSPECTWAS
N 'P��
Signa re: Dm. 11/29/05
(�Contractor or Agent)
J 2.
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REQWRED TNSPECTIONS:
Call 42S-771-0220, Ext. 1326for a 24-hour voice -recorded inspection request line.
FINAL APPROVAL OF PERMITTED WORK: inspector's Signature DATE:
NO WORK SHALL BECIN PRIOR TO PFRAMITISSUANCr
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DEVELOPED CONDITIONS
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NE 1/4. NE 1/4 SECU 31. TWP. 27 N., RGE. 4 E, WX
LEGAL DESCRIPTION:
THAT PORTION OF TRACTS 14 AND 15, SKELTON'S MC I Al FER FIVE
ACRE TRACTS, ACCORDING TO THE PLAT THEREOF, RECORDED IN
VOLUME 6 OF PLATS, PAGE 21. RECORDS OF SNOHOMISH COUNTY,
BEGINNING AT THE SOUTHWEST CORNER OF SAID TRACTi 15; AS SHOWN
ON THAT CERTAIN SURVEY RECORDED UNDER VOLUME 35 OF SURVEYS,
PAGES 219-220. RECORDS OF SAID COUNTY, THENCE NORTH 2-38-20-
WEST ALONG THE WEST UNE OF SAID TRACT 15 A DISTANCE OF
335.02 FEET, THENCE NORTH 66*08'50"1 WEST A DISTANCE OF
'113.24 FEET TO THE EAST MARGIN OF SR-99; THENCE NORTH
23'51'10" EAST ALONG SAID MARGIN A DISTANCE OF 51.14 FEET;
THENCE SOUTH 59'03'41" EAST A DISTANCE OF 58.51 FEET; THENCE
SOUTH 6079'03" EAST A DISTANCE OF 81.61 FEET; THENCE NORTH
87*23'Oln EAST A DISTANCE OF 92.28 FEET, THENCE NORTH
02'36'69* WEST A DISTANCE OF 233.65 FEET TO THE BEGINNING OF
A CURVE TO THE LEFT HAVING A RADIUS OF 20.00 FEET. THENCE
NORTHERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF
41'13'59" AN ARC DISTANCE OF 14.39 FEET TO A; POINT OF
REVERSE CURVATURE AND THE BEGINNING OF A CURVE�TO THE RIGHT
HAVING A RADIUS OF 44.00 FEET, THENCE NORTHERLY ALONG SAID
CURVE THROUGH A CENTRAL ANGLE OF 41*35'46" AN ARC DISTANCE
OF 31.94 FEET TO A POINT OF TANGENCY, THENCE NORTH 2*15'11"
WEST A DISTANCE OF 1.72 FEET TO THE SOUTH MARGIN OF 230TH
STREET SW. THENCE NORTH 87*4,V49" EAST ALONG SAID MARGIN A
DISTANCE OF 116.58 FEET TO AN ANGLE POINT THEREON; THENCE
NORTH 2*36'58" WEST ALONG SAID MARGIN A DISTANCE' OF 10.00
FEET TO AN ANGLE POINT THEREON; THENCE NORTH 87'44'49" EAST
ALONG SAID MARGIN A DISTANCE 100.94 FEET TO THE EAST LINE OF
SAID TRACT 15; THENCE SOUTH 2*36'59* EAST ALONG SAID LINE A
DISTANCE OF 645.22 FEET TO THE SOUTHEAST CORNER OF SAID LOT;
THENCE SOUTH 87048'17" WEST ALONG THE SOUTH LINE THEREOF A
DISTANCE OF 333.11 FEET TO THE POINT OF BEGINNINGi
BASIS OF BEARIINQS:
ROS A.F.# 9108085001 E. LINE
SEC. 31, TWP. 27N, R. 4E NO2*35 34 W
BENCH: SURVEY CONTROL DATABASE�POINT ID# 4C-
3 1/2" BRASS DISK IN NW CORNER BUILDING #23423
SR 99
DATUM: NAVD 88
SITE BENCHMARK: TBM 1 MON -IN CASE AT INT. SR
99 & 230TH ST SW
ELEVATION=392.18'
TBM 2 PK NAIL LOCATED 231.59'SW X 1.12'W OF NW
PROPERTY CORNER
'rlJ0 T E S:
1. ALL LANES DESIGNATED ON THIS SHEET AS -FIRE LANE' SHALL HAVE A
VERTICAL CLEARANCE OF NO LESS THAN 1,3'-6", AND SHALL BE STRIPED
WITH 4-m YELLOW PERIMETER STRIPING'AND IDENTIFIED WITH THE WORDS
"FIRE LANE - NO PARKING". I ETTERS SHALL BE 12" HIGH NTH I"
STROKE SPACED 50 LINEAL FEET ON ALTERNATING INSIDES OF LANE.
SIGNES MAY BE USED IN LIEU OF, OR IN ADDITION 0, PAVEMENT
PAINTING IF APPROVED 13Y THE CITY. I
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23031 HIGHWAY 99
EDMONDS. WA 98036
SURVEYOR/ENGINEER ............ ................ ...... GROUP FOUR.INC. lu
16030 JUANITA-WDNVLLE WY w
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BOTHELL, WA 98011 W
PHONE: (425) 775-4581 ;c
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PROJ. MGR.: DAN ROUPE, P.L.S. b 4
PROJ. ENG.: KEN McINTYRE, P.E. CD
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PARCEL ACREAGE ................ ....................... 5.16 ACRES
DEVELOPABLE ACREAGE .......... ....................... 1..40 ACRES
EXISTINGZONING .................. ........................ RM-2.4
WATER DISTRICT .................. ...................... CITY OF EDMONDS it
SEWER DISTRICT .................. ....................... CITY OF EDMONDS
FIREDISTRICT ................ ....... ....................... CITY OF EDMONDS
POWER/GAS .................... ...................... PUGET SOUND ENERGY
SHEET INDFM
C1.01
COVER Sj!�ET
C2.01
TESC fe TRAFFIC CONTROL PLAN
C2.02
GRADING PLAN
C2.03
GRADING fe TESC NOTES & DETAILS
C3.01
PAVING 4c�: DRAINAGE PLAN
C3.02
PAVING4 DRAINAGE PROFILES
C3.03
DRAINA NOTES & DETAILS
C3.04
GENERAL HOTES & DETAILS
C4.01
WATER Rj��AN
CALL 48 HOURS
3EFORE YOtj . f>IG
1-800-424-5515"15
REVISIO14
ISF.J., 20 2005
73UILUING DEPARTMENT
,'!Ty OF FOMOMP-c
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CITY of EDMONDS
APPROVED FOR CONSTRUCTION
4 . I
CITY ENGINEER DATE
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SCALE: I" = 500'
TRUCK ROUTE:
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NOTES: REVISION
1. 230TH STREET S.W. SHALL ONLY B9 ALOSED TEMPORARILY AS WORK 2 9 9 5
IS BEING PERFORMED. THE FULL RPOWAY SHALL BE OPEN AT THE
END OF EACH WORKDAY.. BUILUING DEPARTMENT
e)!TY OF FDMONDS
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EARTHWORK QUANTITIES
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NOIgS:
1. RAW V91AMES ARE CALCULATED WITHOUT ACCOUNTING FOR
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SL-P 20 2005
.3UILDINO DEPARTMENT
nfly OF FnMONMIR
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BEFORE YOU DIG
1-800-424-5555
CITY. of EDMONDS
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CITY ENGINEER DATE
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41 x 19'W x 7.5'D
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TORMWATER DETENTION
I I
TREATMENT VAULT
ti I
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AULT INLET
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4173.92 E 9685.84
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N 4117.25 E 9675.00
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IE='373.91 . - ' -
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A COORDINATE LISTING, OR EQUAL, OF THE PROVIDED
DRAINAGE STRUCTURE LOCATIONS IS AVAILABLE AT
GROUPFOUR, INC. .
ALL NECESSARY OFF -SITE CONSTRUCTION EASEMENTS
:
d
z
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AND PERMITS SHALL BE OBTAINED PRIOR TO
.
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ALL GRATES TO BE FLAT UNLESS OTHERWISE NOTED.
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4.
ALL PIPE TO BE CONCRETE OR ULTRA RIB ASHTO M294
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TYPE So
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ALL CATCH BASINS TO BE TYPE 1-C CATCH BASIN
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INLET PRECAST PER A.P.W.A. STANDARD PLAN NO. 52
I
UNLESS OTHERWISE NOTED.
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THE PROPOSED FIRE LANE SHALL BE DELINEATED AS
A
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q
SHOWN ON THIS PLAN, WITH A 4" YELLOW STRIPE, AND
%
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THE WORDS "FIRE LANE" PLACED EVERY 50'.
1p
.
LETTERING SHALL BE A MINIMUM OF 12" HIGH, NTH A
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00 _j
STROKE WIDTH OF 2".
.
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To
STORMGUARD MODEL 3003 CATCH BASIN INSERTS (OR .
)
.
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11;
.
APPROVED EQUIVALENT) SHALL BE INSTALLED IN ALL
GRATED CATCH BASIN INLETS PER MANUFACTURER'S
.
SPECIFICATIONS. .
I
REVISjohm
.
-,)o -1005
r3UILDING DE ARTMENT
11TY OF FgiaNm
CITY of EDMONDS
. TRUCTION
4AAAO��,4_ If x P0 loo"
CITY ENGINEER DATE
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STA 50+20.00
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INTERSECTON
STA. E0+36.33 AIS
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- -ELEV--- -.387.
GRADE BR�AK
STA. 50+51.33
r 4 E-I EV 3 8-7- 3-2
0
GRADE BREAK
STA. 50+71.33
ELEV. = 387.52
76
INTERSEC11ON
STA. 51+03.33, AISLE 'E'
STA. 21+66.00, AISLE 9BI
ELEV. = 387.20
INGRADE BREAK
El E . 386. )0
24
m
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m 0
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m
c
GRADE BREAK
STA. 51+75.33
EIZEM. 3
INTERSE ON
STA. 51 90.33, AISI Fl 'E'
STA. 31 66.00, AISI El 'C'
378.08
EDGE OF PIAVEMENT I
STA. 52+06.66
ELEV. 3�6.63
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STA. 6
ELEV. 387.,31
1
387.25
INTERSEC11ON
STA. �-0+36'-.33, AISLE
m
STA. 13+05.00, AISLE.'A'
0
11 So
ELEV. = 387.14
co CA
SA cm
-4 �4
GRADE BRIJAK
387.79
ccl
STA. 60+51.33
M
ELEV. = 387.85
GRADE BREAK
m
STA. 60 +71.33
JT95 2
cn
El FV. 388.05
387.95-
L
GRADE BREAK
STA. 60+91.33
El EV. = 387.49
-T8-T 9
N
387.26
-/-STA.
61-+031.33, AISLE '91'
0
fg;o
STA. 23+05.00, AISLE
11 RIM
11
:*
ELEV. = 387.17
CA (A
00 GO CA
CA CA CX)
GRADE BREAK
m
STA. 61+15.33
ELEV. 386.60
385.85
c=
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0
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381.60
0
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-T970
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m
i
STA. 61+ 75.33
377.35
EtEV' .
INTERSEC I ION
IF,
M
STA. 61+90.33, AISLE
C=
E, z
STA. 33+05.00, AISI F
J792
!ni-
ELEV. 378.55
377.24
0
z
1
EDGE OF PAVEMENT
STA. 62+05.66
ELEV. 377. 2
Fills
I
CA
CA
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EDGE OF PPNEMENT L
STA. 40+20.00
.196 If ELEV. = 387.85
387.61
INTERSECTION
M STA. 40+36.33, AISLE It)
STA. 10+32.00, A151 1-
CA El EV. = 387.19
CIO CA
SA Co
-T95 9 0) GRADE BREAK
387.75
STA. 40+51.33
F1 9v � 387,80-
rr"
c C=
) -oq C
cn
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rn >
I STA. 40+7'.33
co ELEV 38 3.00
387.96
cr
1 101 GRADE BREAK
40+91.33
El FV. 387.80
_T90 e
387.38 ;g 0 STA. Zl-+O�.53, AISLE T
W STA. 20+32.00, AISLE 't
CA (A ELEV. = 387.22
W CD CA 4w-
t') rj w 0--.
4 --.1 -.,-4 --j ,GRADE 13R�IAK
STA. 41 +1 - 33
-776-7 m ELEV. 1.60
386.16
0 2
c:
> 0
J79 5 0 -a
381.91 m 0
m
01
W GRADE BREAK
-T76.* 7
377.66 CA CA STA. 41+75.33
4 -4 CA C.W
I-- V. - 'jl . Itu
Ul
INTERSEC-fl N
STA. 41+90.33, AISLE '[1
STA. 30+32.00, AISLE
c: ELEV. = 377.60
J766
377.35
EDGE OF P�VEMENT
STA. 42+06.66
EIFV. = 376.79
QI!3^QCQ'rV i IKIC
-STA. 42+21.66
0
J.
0 co ry vo
0. p x LXT� Up FOUR, Inc.
IT! KlkAGE vHASE 11
co (D !g ARMADILLO STO"""'m SURVEYING - ENGINEERING - PLANNING * MANAGEMENT'
PAVING & DRAINAGE PROFILES 16030 JUANITA-WOODINVILLE WAY NE
LAI BOTH ELL, WASHINGTON 98011
(425)n5-4581 (206)362-4244 - FAX(206)362-3819
0 FILENAWD Ps\Pr*j*cts\98-45 . 19\dwo\Desl an Pham 2\AFd**vM d" ONAL
"n WASHINGTON ulmn:m =P 19 M= Its 311 15 <PW IUD- �Xlvl FENPIRES-08/W/07 I
CITY OF EDMONDS =A.
9
n�w I
i
CA LAI
00 (o
HIM P"SION DATE BY
DRAINAGE TRAFFIC CONTROL PLAN 9-12-05 KJM
c
c
CA CA CA (A -P-
C) 00 0
9-14 C) CD I
(A CA (A
-4 OD co
z
m
z
m
cl)
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0
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a
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'm
die
4b.
C
m x
Z Z
P 0
EDGE OF PPNEMENT L
STA. 40+20.00
.196 If ELEV. = 387.85
387.61
INTERSECTION
M STA. 40+36.33, AISLE It)
STA. 10+32.00, A151 1-
CA El EV. = 387.19
CIO CA
SA Co
-T95 9 0) GRADE BREAK
387.75
STA. 40+51.33
F1 9v � 387,80-
rr"
c C=
) -oq C
cn
-1-1 1 a I GRADE BREAK
rn >
I STA. 40+7'.33
co ELEV 38 3.00
387.96
cr
1 101 GRADE BREAK
40+91.33
El FV. 387.80
_T90 e
387.38 ;g 0 STA. Zl-+O�.53, AISLE T
W STA. 20+32.00, AISLE 't
CA (A ELEV. = 387.22
W CD CA 4w-
t') rj w 0--.
4 --.1 -.,-4 --j ,GRADE 13R�IAK
STA. 41 +1 - 33
-776-7 m ELEV. 1.60
386.16
0 2
c:
> 0
J79 5 0 -a
381.91 m 0
m
01
W GRADE BREAK
-T76.* 7
377.66 CA CA STA. 41+75.33
4 -4 CA C.W
I-- V. - 'jl . Itu
Ul
INTERSEC-fl N
STA. 41+90.33, AISLE '[1
STA. 30+32.00, AISLE
c: ELEV. = 377.60
J766
377.35
EDGE OF P�VEMENT
STA. 42+06.66
EIFV. = 376.79
QI!3^QCQ'rV i IKIC
-STA. 42+21.66
0
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co (D !g ARMADILLO STO"""'m SURVEYING - ENGINEERING - PLANNING * MANAGEMENT'
PAVING & DRAINAGE PROFILES 16030 JUANITA-WOODINVILLE WAY NE
LAI BOTH ELL, WASHINGTON 98011
(425)n5-4581 (206)362-4244 - FAX(206)362-3819
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co (D !g ARMADILLO STO"""'m SURVEYING - ENGINEERING - PLANNING * MANAGEMENT'
PAVING & DRAINAGE PROFILES 16030 JUANITA-WOODINVILLE WAY NE
LAI BOTH ELL, WASHINGTON 98011
(425)n5-4581 (206)362-4244 - FAX(206)362-3819
0 FILENAWD Ps\Pr*j*cts\98-45 . 19\dwo\Desl an Pham 2\AFd**vM d" ONAL
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CITY OF EDMONDS =A.
9
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HIM P"SION DATE BY
DRAINAGE TRAFFIC CONTROL PLAN 9-12-05 KJM
NE-1/4 OF NE 1/4, SEC. 31, TWP. 27 N, RGE. 4 E., W.M.
Ibl'
5'xl 0' ACCESS &
VENTILATION GRATE
EMERGENCY
OVERFLOW OUTFALL
PRIMARY VAULT
OUTFALL
5'xlO' ACCESS &
4' x 20' PRECAST
LID PANEL (TYP)
24"0 ACCESS
I RISER-\
t__ - I_ - -t-- - -4- - --i--=
849
(INSIDE DIMENSION)
m
PLAN VIEW
SCALE: V= 10' C
SECTION A
-SCALE: 1"= 10'
DETENTION VAULT
21
z
0
V)
z
w
0)
VAULT CEILING - EL = 375.00
MAX. WATER SURFACE - EL = 374.00
TOP OF PERMANENT POOL - EL = 370.00
TOP OF SEDIMENT STORAGE EL = 366.50
VAULT BOTTOM - EL 366.00
STORM DRAINAGE NOTES
PIPE SPECIFICATIONS
1. PIPES:
PLACEMENT REQUIREMENTS FOR CULVERTS AND STORM SEWER INSTALLATION
A. ALL STORM SEWER PIPE SHALL CONFORM WITH APPLICABLE Cily z3l,ANDARDS
FOR MATERIALS AND
SHALL BE AS INDICATED IN THE WSDOT/APWA SPECIFICATIONS SECTIONS 7-02
AND 7.04, RESPECTIVELY. AND AASHTO SPECIFICATIONS. PIPE MATERIALS SHALL
INSTALLATION.
COMPLY WITH SECTION 9-05 OF THE W.SDOT/APWA SPECIFICATIONS WITH THE
B. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR IF IN THE OPINION OF THE CITY, THE EXISTING
FOLLOWING CLARIFICATIONS:
FOUNDATION IS UNSATISFACTORY, -THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACK FILLED
WITH COMPACTED GRAVEL MATERIAL TO SUPPORT THE. PIPE.
1. DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE PIPE,
MEETING THE REQUIREMENTS OF AASHTO M 252 IN 8 INCH SIZE AND AASHTO
2. CATCH 13ASINS AND MANHOLES.
M 294S IN SIZES 12" THROUGH 36", IS AN ACCEPTABLE ALTERNATIVE FOR
SCHEDULE A CULVERT PIPE, AS SHOWN ON WSDOT/APWA STANDARD PLAN
A. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE NOTED.
B-17 AND FOR STORM SEWERS IN ACCORDANCE WITH THESE STANDARDS.
THE ENDS OF THE PIPE SHALL BE BEVELED TO MATCH THE SLOPE.
B. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A TYPE It CB OR
CORRUGATED POLYETHYLENE PIPE SHALL NOT BE USED WHEN BEVELED
LARGER (MANHOLE).
SLOPES ARE FLATTER THAN 4:1. FOR ANY PIPE LENGTH SECTION THAT IS
TO BE BEVELED ON THE END, THE MINIMUM LENGTH OF THE UNBEVELED
C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND CATCH BASIN
PORTION OF THE PIPE SHALL BE 6 FEET. THE PIPE SHALL BE INSTALLED IN
FRAMES AND GRATES JUST PRIOR TO POURING OF CURBS AND PAVING.
A DESIGN A TRENCH AS SHOWN ON STANDARD DRAWING 9-210. FOR
I
BURIAL DEPTHS EXCEEDING 15 FEET, THE PIPE SHALL BE INSTALLED IN
D. ALL CATCH BASINS, FRAMES, AND GRATES SHALL CONFORM WITH APPLICABLE
CITY STANDARDS FOR
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND THESE
MATERIALS AND INSTALLATION.
I
STANDARDS.
F. ALL TYPE 11 CATCH BASIN MANHOLES, INLET, AND CATCH BASINS SHALL HAVE LOCKING LIDS.
2. GALVANIZED CORRUGATED STEEL PIPE SHALL HAVE ASPHALT COATING
i
TREATMENT 1 AS SPECIFIED IN WSDOT/APWA SPECIFICATION SECTION
G. STANDARD POLYPROPYLENE LADDER STEPS SHALL BE.PROVIDED IN!ALL CATCH BASINS AND
9-05.4(3). ALUMINIZED STEEL PIPE MAY BE USED WITHOUT TREATMENT 1.
MANHOLES EXCEEDING 5 FEET IN DEPTH.
H. ALL CATCH BASIN RIMS SHALL BE VANED GRATES UNLESS OTHERWISE NOTED.
3. PWRIB SEAMLESS GRAVITY SEWER PIPE AND FITTINGS CONFORMING TO ASTM
F794 AND UNI-8-9 FOR 8"-15" DIAMETER; ULTRA -RIB PVC STORM SEWER
i I
3. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPES AND CATCH BASINS SHALL BE
PIPE CONFORMING TO ASTM F794 & UNI-8-9 FOR 8"-24" DIAMETER; AND
ULTRA-CORR PVC SEWER AND DRAIN PIPE CONFORMING TO ASTM F949 AND,
FLUSHED- AND CLEANED PRIOR TO CITY ACCEPTANCE.
ASTM F794.
4. LOCATIONS OF EXISTING U11LITIES AND IMPROVEMENTS SHOWN ARE APPROXIMATE ONLY AND IT SHALL BE
THE CONTRACTOR TO DETERMINE THE EXACT L06ATION(S) OF ALL UTILITIES AND
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "SD":
THE RESPONSIBILITY OF
-DUCTILE* IRON (WATER SUPPLY, CLASS 50 OR U).
IMPROVEMENTS TO AVOID DAMAGE OR DISTURBANCE.
-REINFORCED CONCRETE PIPE.
5. FOR AID IN UTILITY LOCATION CALL 1-800-424-5555 PRIOR TO COMMENCEMENT OF CONSTRUCTION
-GALVANIZED CORRUGATED IRON OR STEEL PIPE (SEE NOTE 3).
-GALVANIZED STEEL SPIRAL RIB PIPE, TREATMENT 1 THROUGH 6.
ACTIVITY.
1 1
-CORRUGATED ALUMINUM PIPE.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS FOR ROAD AND UTILITY
-ALUMINUM SPIRAL RIB PIPE.
-ALUMINIZED TYPE 2 CORRUGATED STEEL (MEETS AASHTO TREATMENT M274
CONSTRUCTION.
AND M56).
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) SMOOTH
INTERIOR (SEE NOTE 1).
-POLYVINYL CHLORIDE (PVC) SEWER PIPE.
-HIGH DENSITY POLYETHYLENE PIPE (HDPP).
CONTROL STRUCTURE &
-PVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR
(SEE NOTE 4).
OVERFLOW STANDPIPE
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "CP":
-NOTES
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
1. EXCEPT AS SHOWN OR NOTED, UNITS SHALL BE CONSTRUCTED IN ACCO
DANCE NTH THE REQUIREMENTS
r
-REINFORCED CONCRETE PIPE.
FOR CATCHBASIN TYPE 2 54" MINIMUM DIAMETER.
i
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) - SMOOTH
INTERIOR (SEE NOTE 1).
2. FOR DETAILS SHOWING GRADE RING, LADDER, STEPS, HANDHOLDS AND
TOP SLA S, SEE STD DWG 5-12 0,
-POLYVINYL CHLORIDE (PVC) SEWER PIPE.
CATCHBASIN DETAILS.
I
I
-HIGH DENSITY POLYETHYLENE PIPE (HDPP).
3. THE RESTRICTOR/SEPARATOR AND PIPE SUPPORTS SHALL BE OF THE SAME MATERIAL AND SHALL BE
-PVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR (SEE
FABRICATED FROM 0.060" ALUMINUM OR 0.064" ALUMINIZED STEEL OR 6.064" GALVANIZED STEEL PIPE IN
NOTE 4).
ACCORDANCE WITH AASHTO M 36, M 196, M197 AND M274. GALVANIZED STEEL SHALL HAVE TREATMENT
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "RCP":
1.
-REINFORCED CONCRETE PIPE.
4. OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE WITH A STANDARD COUPLING 13AND FOR
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
CORRUGATED METAL PIPE OR GROUTED INTO THE BELL OF1 CONCRETE PIPE.
1
4. SAND COLLARS ARE REQUIRED ON PVC PENETRATIONS TO CATCH BASINS.
5. THE VERTICAL RISER STEM OF THE RESTRICTOR/SEPARATOR SHALL Lit 111t SAME DIAMETER AS THE
HORIZONTAL OUTLET PIPE WITH A 8" MINIMUM SIZE.
6. FRAME AND LADDER OR STEPS TO BE OFFSET SO THAT (1) CLEANOUT GATE IS VISIBLE FROM TOP. (2)
CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE, (3) FRAME IS CLEAR OF CURB (IF ANY
EXIST).
7. MULTI -ORIFICE ELBOWS MAY BE LOCATED AS SHOWN ON ONE SIDE OF
RISER TO ASSURE LADDER
CLEARANCE. SIZE OF ELBOWS TO BE DETERMINED BY THE,ENGINEER.
8. RESTRICTOR PLATE WITH ORIFICE AS SPECIFIED IN THE PLANS. OMIT PLATE
IF ONLY FOR POLLUTION
CONTROL. SPECIFIED OPENING TO BE CUT ROUND AND SMOOTH.
9. CLEANOUT GATE/SHEAR GATE
ALUMINUM ALLOY PER ASTM B26-ZG32A OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. LIFT
HANDLE EITHER SOLID OR TUBING WITH ADJUSTABLE HOOK AS REQUIRED. NEOPRENE RUBBER
GASKETS REQUIRED BETWEEN FLANGES.
10. ALTERNATE CLEANOUT GATES/SHEAR GATES TO THE DESIGN SHOWN ON STD DWG 5-250 ARE
ACCEPTABLE PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX BOLT, 10
3/8" BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. 5/8" DIAMETER STAINLESS STEEL
EXPANSION BOLTS SHALL BE USED.
ii. RESTRICTOR TEES MAY BE FABRICATED (EXTRUSION WELDED) FROM DOUBLE WALLED (SMOOTH INTERIOR)
CORRUGATED POLYETHYLENE PIPE MEETING THE. REQUIREMENTS OF SECTION 5-04.H OF THESE
STANDARDS. PIPE SUPPORTS FOR RESTRICTOR SHALL BE FABRICATED FROM THOSE MATERIALS LISTED IN
VOTE 3 ABOVE. THE OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE NTH A PREMIUM
COUPLING, BY USING A HEAT SHRINK ADAPTER TO OTHER TYPES OF PIPE, OR BY FABRICATING A
SMOOTH OR TAPERED OUTLET TO SLIP INSIDE OF THE CUL VERT OR SEWER'PIPE.
PLAN B-3
SECTION B
SCALE: 1"= 10'
ROUND MANHOLE COVER MARKED
"DRAIN" WITH. LOCKING* BOLTS.
POLYPROPYLENE
STEPS & LADDER -
SEE NOTE 3. PIPE
SUPPORTS
3"x.075" STEEL
LIFT GATE
ROD
12" RISER
PIPE
IE= 370.05
(SEE NOTE 4).
1, M
SECTION
NO SCALE
ROUND MANHOLE COVER MARKED
"DRAIN" WITH LOCKING BOLTS. -
RIM= 378.04
POLYPROPYLENE
STEPS & LADDER- --6" MIN.
SEE NOTE 3. PIPE OF= 374.00
SUPPORTS
3%.075" STEEL.
LIFT GATE 6" ELBOW EL.=
ROD ORIFICE 0= 4-7
(SEE BELOW)
12" RISER 0
0
PIPE
1' MIN,
12" 12
IE= 370.00_
METAL PIPE
(SEE NOTE 4).-/ z
2
CLEANOUT SHEAR C14
GATES 8" DIAMETER
MIN.
z
RESTRICTOR PLATE
W/ ORIFICE 0= 1�.25y'"`:'
O.C.(SHARP EDGED
SHOP DRILLED)
V
SECTION
-1^ FREEBOARD
MIN.
12" OPEN RISER
IILEPV�;_ 3-74.00
CB #2 - EMERGENCY
OVERFLOW RISER
NU toUALt
P" M AX.-
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CONTROL STRUCTURE
TYPE 2 - 54
FRAI*M
ASK�IALT
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FABRIC'
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INSERT
L�+ B
PLAN VIEW
P�r afr
M PACX
CATCH BASIN INSERT
PLAN
SCALE: 1 I'= 2'
REMOVABLE WATER-
TIGHT COUPLING
-PLATE W/ORIFICE
AS SPEC.
ELBOW DETAIL
NO SCALE
jr--RZ-A0i THROUGH
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tECTION B-B
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BUILDING DEPAIllMENT
CITY OF F11MONDS
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
CALL 48 HQp,R8
3EFORE YOU PIG
1-800-424-04455 CITY ENGINEER DATE
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SHEET OF
C3.03 9
98-4519
1/4, SEC. 31, TWP. 27 N, RGE. 4 E.v W.M.
NE 1/4 OF NE
GENERAL NOTES
1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE NTH THE crr� OF EDMONDS
ENGINEERING DESIGN AND DEVELOPMENT STANDARDS, WASHINGTON STATE
DEPARTMENT OF TRANSPORTATION/AMERICAN PUBLIC WORKS ASSOCIATION 2004
STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, AND 1/4' RAKE PER FOOT FROM
THE CURRENT WSDOT HYDRAULICS MANUAL. GROUND LEVEL tn
2. ALL WORK PERTAINING TO THIS PROJECT SHALL BE SUBJECT TO INSPECTION BY THE DEPTH OF ASPHALT CONCRETE PATCH SHALL 4" HOSE OPOE
(AS fi
OW
SrORZ FITTING
wn)
CITY INSPECTOR OR DESIGNATED REPRESENTATIVE. PRIOR TO ANY SITE WORK, THE T DEPTH ON.MAJOR ARTERIAL
MATCH EXISTING PAVEMEN
CONTRACTOR SHALL ARRANGE FOR A PRECONSTRUCTION CONFERENCE WITH THE ROADS. ALL OTHER ROADS SHALL BE A MINIMUM I-J, 7 Y
CITY. OF 3' AS DETERMINED BY THE CITY'S REPRESENTATIVE 4' STORZ ADAPTER :2 51.'4
i - r F10 HIM
3. BEFORE PERFORMING ANY GRADING OR CLEARING, THE LIMITS OF ALL� w
PROPOSED PRE-ASSENBUM.� �APPROVED 'm CtKrffl OF
DOUBLE CHECK TE VE AMEMBLY I ICHE VALVE. 'r- #2 SHM Ofr ui
CLEARING AND GRADING, SENSITIVE AND CRITICAL AREAS AND THEIR BUFFERS, FINAL JOINT SHALL BE SAW CUT AND ALL' _ I 1,;� �/ is I V&vr;
TREES TO BE -RETAINED, AND DRAINAGE COURSES SHALL BE MARKED IN THE FIELD TRAFFIC SAFETY FEATURE.- IN. MIN.
AND VERIFIED BY THE CITY. EXPOSED EDGES SHALL, BE TACKED NEATLY WITH BREAK OFF FLANGE, NUTS_
ff
AR-4000W. AND BOLTS. cu > p _ACP F1_0 4 - ___l _11
q. C3 <
GROUND
F
Z.
4. THE DEVELOPER IS RESPONSIBLE FOR STORMWATER QUALITY. A MONITORING (SEE NOTE #3), 4 Lu SIDEWALK BASE COURS
PROGRAM SHALL 13E ESTABLISHED BY THE DEVELOPER. EXISTING ACP E L z
j u
N� q. - I
5. TESC CONTROL FACILITIES SHALL BE CONSTRUCTED PRIOR IIJ ANT GRADING OR mo F L
CAST IRON ADJUSTABLE
EXTENSIVE LAND CLEARING IN ACCORDANCE NTH THE APPROVED TEMPORARY 3' x 3' x 3,5' THICK`Z VALVE BOX A
CONCRETE PAD AROUND HYDRANT
EROSION /SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE WEDGE VALVE _.e, n
LANDSCAPING ED JOINTS SR2 INARPL7
SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND I IS COMPLETED RESTRAIN TEE WITH FLANGED 4SENSOR
OR TIE RODS CONNECTION FOR I Ica REMOTIE REM. YHE TOR]. SHALL BE
AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED. HYDRANT VALVE I - 5
INSTAILED ON I%TCH AOSE TO HINGE
A. ------------ -- ------
IAZ20 ------ 7
'd
A I z
C3
z
IBLE LEAF Ull (MOqn,4_W. HATCH)
15' (AISLES A,C & F) 15' (AISLES A,C & F) 18'xlB'x4l LADDER PER APWA STD PLAN #41
go 4LIGN WITH HATCH. rpm TR rum
CONC. BLK. FLANGED ONNECTION -_ I
12' (AISLES 8 ic E) 12' (AISLES B & E) UNDISTURBED EARTH HYDRANT CONNECTIO PIPE TO EXTERIOq PLAN VIEW
10' (AISLES D) 10' (AISLES D) 112 CY WASHED 1-1/2' MINUS ROCK BE DUCTILE IRON CLASS 52. ANY GENERAL NOTES:
WITH FABRIC CLOTH ABOVE INTERMEDIATE JOINTS TO BE
'Ir 04-10 PEDESTRIAN LOAD. H-30 TRAFFIC LOAD)
RESTRAINED 1. ACCESSES BY L.W. HATCH i : TYPE
THRUST BLOCK WITH SIDE OUTLET GUTTER DRAIN.
VAULT COVER GUTTER DRAJN SHALL 0ONqT TO A DRY WELL OR CATCH BASIN. 3114SOR SR2 Wni 90VW RDAUM MW
27. 2% REFER TO THE CITY OF EDMONDS =11CWHALL K OWAM CN A
3. DCDA MUST BE TESTED BY A CERTIFIM F* MR usy ULM Fmw"m
:;I 1!'! 1 , �FLOW ASSEMBLY TESTER.
MODIFICATION TO SECTION 9. OF INDOOR VERTICAL INSTALLATION
WSDOT'S STANDARD SPECIFCATIONS 4. ALL TEST COCKS MUST BE PROVIDEII WITP � "CV. PLUGS.
It .6" MIN DEPTH FOR BACKFILL MATERIAL GRADATION, 5. A CITY APPROVED VALVE IS REQUIREP B"qEN THE SUPPLY MAIN AND THE VAULT.
1-1/4- MINUS IMPORT OR NATIVE MATERIAL, N 13 T E S VAULT SIZFS
2" MIN. AC PAVEMENT CRUSHED ROCK SHALL BE COMPACTED TO 95%
MAXIMUM DENSITY.
1. HYDRANTS AND.ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS
-2"- 5/8" CSTC
(SEE NOTE #2)
APPROVED MATERIAL LISTINGS.
2. HYDRANTS SET IN CONCRETE REQUIRES AN EXPANSION STRIP AROUND HYDRANT
4" 1-1/4" CSBC
BARREL. IN ADDITION, THE INSTALLATION OF THE 14YDRANT ON PRIVATE
-
PROPERTY SHALL EQUAL OR EXCEED STANDARDS SET FORTH FOR THE INSTALLATION
APPROVED SUBGRADE
NOTES,
OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMONDS.
1, SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT
3. PROVIDE FOR VEHICULAR TRAFFIC PROTECTION.
IN
STANDARD SPECFICATIONS FOR BACKFILLING REQUIREMENTS.
4, ALL HYDRANTS'SHALL BE PROVIDED WITH (2) 2-1/2' HOSE NOZZLES AND
PUMPER NOZZLE WITH 4' STORZ QUICK COUPLING ADAPTER,
2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANY
(1) 4-1/2' NST
NO SCALE
DOCUMENTING BACKFILL MEETS A MINIMUM 95. DENSITY PER ASTM D 1557,
S. STEAMER PORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE ACCE S.
6. THREE FOOT MINIMUM CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT
WHEN PLACING LANDSCAPING OR ROCKERIES (ETC).
3, FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH
7. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW
CRS-1 OR CRS-2 SEALANT,
8. CONSTRUCT 3' X 3' X 3.5' THICK CONCRETE PAD AROUND HYDRANT PIPE.
4A
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Ld CIINS STANDARD NIPROVED BY DATE APPROWD BY STANDARD DETAIL u
2 OPPRE!�Rl I VAIL A GEBERT 6/16/03 DOUBLE CHECK DEMCM AWMBLY MOM PW
w D. GEBERT i4/03
u_ < TYPICAL ACP AND UTILITY PATCH FIRE HYDRANT ASSEMBLY . .1 (COMMERCIAUMU yl
0 CL ___T D. GEBERT
SCAM DATE SCALE NO. !gefi,103 DATE SCALE
w DATE .0. Idjo 01 E7.1 j 7/24/01 NTS E7.8
w _1 1/2" R NTS E2.3 -1990 7/24/ NTS 1890-1990
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EXTRUDED CURB ETAI ACP L;
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K PRIOR TO POUR. b
CITY INSPECTION REQUIRED ON FORM WOR ca
ACCESSIBLE RAMP SHALL BE POURED SEPARATELY Z 0
FRDt4.CURB AND GUTTER. CONCRETE CURB AND GUTTER a
OR 16' VERTICAL CURB (TO HATCH
Hld30 EXISTING CURBING) SHALL EXTEND
,VARIES PER TO END OF RADIUS, 0
.7; EXTRUDED CURB SHALL START V)
CODE AT END OF RADIUS
.4" gjpc
TRANSITION SLOPE SHALL
RADIUS VARIES >_
8 7 142 (TYP)
TYPE 2 CURB RAMP TYPE I CURB RAMP
z M .5' LONG RAMP MIN. > _,X5' LONG RAMP MIN.
1 1 1. .
roe (SEE DETAIL E-2.15) (SEE DETAIL E-2.14)
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0 11 BEHIND START OF RAMP
0 z
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L ..m., CONCRETE CURB AND GUTTER
............ X
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z LI PLACE FULL DEPTH EXPANSION JOINT
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6 '0000 Z IF WING AND C/G ARE NOT POURED AS ONE UNIT
LLLI
ca
a CURB/GUTTER AND WING FOR HIGH TRAFFIC
u� LUADIGUTTER MAY BE POURED AS ONE UNIT.
LILL
. . . ......
n. wa .. m., L, I FULL DEPTH EXPANSI N JOINTS SHALL BE PLACED j
0: % IF WIDTH OF OPENING EXCEEDS 15'.
...... . . L L
3:
_03 21 EXPANSION JOINT
TACTILE STRIP
ulw.-, 0 LI-L F_
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C3.Bm _j z 1 1 1 1 1- L TRACTION GRID ACP
SIDE RAMP I SEE RAMP DETAIL
1112 (TYPICAL DWG# E2.25 06
in
0
3: 24-
6' CONIC. CURBING SHALL EXTEND TO uj
-LLLLLLL
LLL THE LIMITS OF THI� SIDE SLOPE AND
SHALL MATCH THE TOP OF THE SIDEWALK SECTION A
0
0 z
A 0 EXIST SAW CUT AS REQUIRED - ------
CUNCRIETE SHALL BE CLASS 3- 300OPSI
SIDEWALK j
W NOTE, 0
V) 1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING CURB,
m ALKS, CONSTRUCT
E) IL ?� I I I GUTTER9, PLANTER STRIPS, AND SIDEW
IL 0 9 V) TO MATCH ADJACENT SURFACES.
z 0, 2 6 NEW RAMPS CURB AND GUTTER SHALL BE POURED CE j LU
130 2. ALL CONCRETE SURFACES SHALL HAVE A BROOM FINISH, ASPHALT SURFA
9 z SEPARATELY FROM THE SIDEVALK.
z
3. CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND CITY INSPECTION REQUIRED DN FORM VORK
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. PRICIR TO POUR. cl Ill cl
0
-L-P 20 2005
N
)UILDING DEPARTMENT
.-D. M r
-Y
T. REVISIONS rITY OF FOMONDS
REVISIONS STANDARD DETAIL &1mom v IMTE STANDARD DETAIL
REVISIONS STANDARD DETAIL APPROM my MTE LL
APPROVED Ur OATE HO TFNM L00 MVEWAY ACM
DOUBLE CHECK DBECM W-MBLY (DWA) PROLE D, GEDERT 10/6/03 CURB RAMP TYPE 6 D. GEBERT 10/6/03 MM AMT OffiVEWAY APPROAMO 0
D. GEBERT 6/16/03 1.
i I MERCIAL MULTWAMI E SCALE awal NO.
A GEBERT 10/6/03 DATE SCALE Dwa NO. DATE 7/24/01 SCALE NTS G "o- E2.18 7124/01 NTS E2.27
f d90- 1 C390 7/24/01 NTS nAT
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
SHEET OF
CALL 48 HOIJRS
BEFORE YOY DIG C3.04 9
DOUBLE CHECK DETECTOR ASSEMBLY CURB RAMS P
1 800-424-00�Q,!5 DATE
NO SCALE' NO SCALE CITY ENGINEER
(SECTION VIEW) MISS!! I I Ill 1 98-4519
w
METER SIZE
AND TYPE
7
APPROXIMATC JgQUIP
DIMENSIOV$
MINIMUM INSIDE VAULT
DIMENSIONS
(EXCLUDES SIAMESE CONNECTION)
A
13
D
LENGTH
WIDTH
HEIGHT
4" X 3/4'
21-9-
1--l'
01-f P
4'-3"
10'-0"
5--ol.
71-0-
6- X 3/4'
3--g-
V-2-
0',Fr
91-61'
11 1-0"
6'-Ou
71-0
8" X 3/4"
41-5-
1 1 -4 .1
0'r-pr
6'-4"
121-0-
6'-Ot'
7'-0"
10" X 1"
6,-0"
V-a"
O*,jj"
89-6-
1149-15"
7*- 011
7 1 -0"
NE 114- NF IIA -RFr. -'Al TWP '97 M MP.0 A C IAI RA
I FER �k I hq H L-) Wq,
:3UILDING DEPARTMENT
r-Fr,- OF EDUONPC,
N OM A
c 1/4 OF NE 1/44 SE
27Vo RGE 4E. WoMm
f I
% %0�1
TYP WALL-
REINF
v
ADD 0 1\
DIAG. AS AN
SHOWN
FOR EACH GROUP OF VERTICAL
BARS CUT @ OPENING ADD 0
NE
VERTICAL BAR FULL HEIGH T
EA. SIDE OF OPENING.
TYP PIPE PENETRATION DETAIL
SCALE - N/A
ROUND SOLID
LOCKING LID
f5@12"o/c HORZ. &
VERT.ON BACK FACE
OF WALL. DOWELS TO
FOOTINGS ARE NOT
REQUIRED AT THESE
VERT. BARS
#5 x241lx2411
ORNER BARS TO
MATCH HORZ
WALL REINF TYP
41-011
TYP WALL CORNER REINFORCING
SCALE 3/411=11-011
VAULT LID PLAN
SCALE 11811 -- I'-011
-I I
-El I lEl I FE1 I FEI I 1=1 I 1HEI I I=-
I Mi I 1=1 I
=1 I 1EE1 I 1=1 I Mr
FILL WITH GROUT AS
DIRECTED. BY PRECAST
PLANK,MFGR.
w.......
_M?lt Ml�
.............
..... ...........
... .......
... ... .....
. . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.. ........................ .. . . . . . . . . . . . . . . . . . . . . . . .
C.LP. SLAB SECTION
MANHOLE. SEE 6/Sl FOR REINF,
BACKER ROD
F - I REQ'D.
TYP LID SECTION @ MANHOLE � �4 PLANK JOINT DETAIL
SCALE 3/411=11-011 -011
SCALE V14
1 u
*#54 1*#54
1114�5x u
(IFIN EA. VOID JIFIN EA. VOID
ACROSS OPENFINGS.
ACROSS OPENINGS. I I
I?
Z4
Z_ .
:zt-
i 45' TO co
20IIx 2411 j
OPENING
4- + - -
12-111 THICK
CAST IN PLACff-J 11.611 611 fbx '01
SECTION SHOWN N EA. OF 2 PLANK VOIDS
HATCHED ON EA. SIDE OF OPING.!�
TYP LID REINF @ INLET GRATE
SCALE 3/04-0"
OPENING
SEE 3/91
12-111 THM
CAST IN f E__j
SECTION SHOWN
HATCHED
21 81 241
VAULT FOUNDATION PLAN = PEEMEM gal
= OEM
SCALE 1/8" -- V-011 01 41 16,
-#5 T&B
Ox
IN EA. OF 2 PLANK VOIDS
ON EA. SIDE OF OPNG.
LID REINF @ MANHOLE
SCALE 3/411=11-0111
J
CA
PLAN KEYNOTES\�-�
1. 411 THICK CONCRETE SLAB ON GRADE REINP CL
WITH 64-W2.902,9. PLACE ALL REINP AT
MID -DEPTH OF THE SLAB. CAST GRADE SLAB
IN A SINGLE POUR, U9
CL
2. (jTHICK CONCRETE WALLS TYPICAL AT THE
ME
TER OF THE VAULT. SEE WALL
SECTIONS FOR REINFORCING, PROVIDE ADDED
REINP AT PIPE PENETRATIONS AS SHOWN IN
1 0 ui
I/Sl. PROVIDE REINP, 0 ALL WALL CORNERS U.
AS SHOWN IN 2/Sl. ul
= t;L
wwo
3. THICKENED SLAB FOOTINGS TO BE CAST 0 UI=l o
WITH THE GRADE SLAB. SEE SCHEDULE FOR
REINP. to to
C? C:l
4. ACCESS HATCH OR INLET GRATE ABOVE, C:, C4 6
TT 1? 9
a co w (c
S. PIPE INLET OR OUTLET TO VAULT, SEE CIVIL I c:l t 01. CD I
DWGS FOR PIPE DIAMETER & INVERT
ELEVATION. SEE 1/51 POR.WALL REINP o
PENETRATION,
c �vl
6.. 11-1/211 THICK PRECAST HOLLOW CORE PLANK,
SEE DESIGN CRITERIA NOTES ON 62 FOR
PLANK LOADING REQUIRMENTS. G M 'N
0
7. 2411 DIAMETER OPENING TO'ACCEPT 2411 =11 LL
DIAMETER RISERS, GALV, LADDER, RING AND 018
LOCKING MANHOLE COVER'PER CIVIL 'E
DRAWINGS, SEE MI. ra
.6
8. POUR SLOTS IN TOP OF PLANK, dd c
MANUFACTURER TO PROVIDE A MINIMUM OF 2 .0-
SLOTS @ EACH END OF EA, PLANK. PLANK .0
MANUFACTURER MAY REQUIRE GROUTING OF
ADDITIONAL CELLS BEYOND THE MINIMUM OF <
2. THE GENERAL CONTRACTOR SHALL INCLUDE
GROUTING OF THESE ADDITIONAL CELLS IN
HIS BID.
9. PROVIDE BLOCKOUTS IN THE EDGE CELL OF
PLANK PARALLEL TO THE PERIMETER VAULT
WALLS. LOCATE BLOCKOUTS APPROXIMATELY ITS,
AS SHOWN ON THIS PLAN.
10. 241lx2O'l OPNG FOR INLET GRATE.
LEGEND
IBOV INSIDE BOTTOM OF VAULT
ITOP OF GRADE SLAB)
ITOV INSIDE TOP OF VAULT LID
ITOP OF CONCRETE WALLS)
CIP CONCRETE.wALL
CONCRETE SPREAD FOOTING
CIP CONCRETE EDGE POUR OR ACCESSS
HATCH INFILL
FOOTING SCHEDULE
MARK
SIZE
REINFORCING
F24x12
2411 WIDE x 1211 THICK
(31-#5 B. LONG.
F36X12
3611 Wl D)E x 1211 THICK
13)-#5 B. LONG.
REVISION,-.!
,S[--'P 27. 2OUb
BUILDING DEPARWENT
CITY OF EDMONDS
STRKET FILE
EXPIRES 9/12/2006
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4
REINFORCING BAR
MATERIAL REQUIREMENT:
REINFORCING BARS:
USE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT
AS NOTED ON THE DRAWINGS.
WELDED WIRE FABRIC:
SMOOTH FABRIC SHALL CONFORM TO ASTM A185.
FABRICATION AND PLACING REQUIREMENTS:
BENDING:
BARS SHALL BE BENT COLD, BARS PARTIALLY EMBEDDED IN
CONCRETE SHALL NOT BE FIELD, BENT UNLESS NOTED OR SHOWN
OTHERWISE OR AUTHORIZED BY THE ENGINEER.
PLACING:
REINFORCEMENT SHALL BE SUPPORTED AND TIED TO PREVENT
DISPLACEMENT BY CONSTRUCTION LOADS OR BY PLACING OF
CONCRETE, MAXIMUM SPACING OF SUPPORTS SHALL BE 31-61".
CONCRETE COVER:
MINIMUM CONCRETE COVER FOR REINF, SHALL BE AS FOLLOWS1
UNLESS NOTED OTHERWISE:
311
CONCRETE CAST AGAINST EARTH
CONCRETE CAST AGAINST FORMS AND
EXPOSED TO EARTH 211
WELDING:
DO NOT WELD REINFORCING BARS.
WET SETTINGS:
REINFORCEMENT ANCHOR BOLTS OR.ANY EMBEDDED ITEM WITHIN THE
CONCRETE, MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS
BEEN POURED WITHIN THE FORMS.
LAP SPLICES:
PROVIDE LAP LENGTHS AS SHOWN ON THESE DRAWINGS.
HOLLOW CORE PLANK
SCOPE OF WORK:
THE WORK INCLUDED 16 THE DESIGN, MANUFACTURE AND DELIVERY OF
PRECAST PRESTRESSED CONCRETE UNITS. DESIGN PLANK FOR THE
MOST CRITICAL OF THE LOADING CONDITIONS AS SHOWN WITHIN THE
DESIGN CRITERIA NOTE.
THE MANUFAc*rURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND
PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION,
THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR
STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO
OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL
OF THE PLANK MANUFACTURER.
ALL HOLLOW CORE JOINTS SHALL BE GROUTED IN. ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS.
SPECIAL INSPECTION
GENERAL:
SPECIAL INSPECTION BY A QUALIFIED INSPECTOR 19 REQUIRED IN
ACCORDANCE WITH THE 2003 IBC AS ADOPTED BY THE CITY OF
4
EDMONDS ON THE FOLLOWING ITEMS.
CONCRETE STRENGTH AND PLACEMENT
b, REINFORCING BAR PLACEMENT
CERTIFICATION & SUPERVISION:
THE SPECIAL INSPECTOR SHALL BE SUPERVISED BY A REGISTERED
PROFESSIONAL ENGINEER EMPLOYED BY THE FIRM PROVIDING THE
INSPECTION SERVICES.
PERFORMANCE OF THE WORK:
THE SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING 3ASKS AS
A MINIMUM AND SHALL PERFORM ALL ADDITIONAL TASKS REQUIRED m
BY THE 2003 IBC AND THE BUILDING OFFICIAL:
OBSERVE THE WORK FOR CONFORMANCE WITH THE
APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
p
b. FURNISH REPORTS TO THE BUILDING OFFICIAL, THE
ENGINEER AND ARCHITECT OF RECORD, AND OTHER
DESIGNATED PERSONS, ALL DISCREPANCIES SHALL BE,
.BROUGHT TO. THE ATTENTION OF THE CONTRACTOR FOR�
CORRECTION, THEN, IF NOT CORRECTED, TO THE PROPER
DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL,
SUBMIT A FINAL REPORT, SIGNED BY THE REGISTERED
ENGINEER SUPERVISING THE INSPECTOR, STATING WHETHER
THE WORK REQUIRING SPECIAL INSPECTION WAS COMPLETED
IN CONFORMANCE WITH THE APPROVED CONSTRUCTION!
DOCUMENTS AND APPLICABLE WORKMANSHIP PROVISIONS OF
THE 2003 IBC.
DEFERRED SUBMITTALS
THE FOLLOWING AREAS OF WORK SHALL BE CONSIDERED AS
"DEFERRED SUBMITTALS" AS DEFINED IN THE 2003 IBC
PRECAST PRESTRESSED HOLLOW CORE PLANK
ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE i:
OF A CIVIL ENGINEER LICENSED TO PRACTICE IN. THE STATE OF
WASHINGTON WHO HAS CURRENT DESIGN EXPERIENCE IN THE TYPE OF
WORK REVIEWED.
THE GENERAL CONTRACTOR SHALL SUBMIT 4 COPIES OF ALL I
SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS TO THE
,ENGINEER OF RECORD WHO SHALL REVIEW THEM AND FORWARD THEM
TO THE BUILDING OFFICIAL, THRU THE GENERAL CONTRACTOR, WITH A'
NOTATION INDICATING THAT THEY HAVE BEEN FOUND TO BE IN
GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING,
THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL
THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY
THE BUILDING OFFICIAL,
GENERAL CONSTRUCTION NOTES
CODE:
BUILDING DESIGN AND CONSTRUCTION SHALL CONFORM TO THE
PROVISIONS OF THE 2003 IBC AS ADOPTED BY THE CITY OF
EDMONDS, WASHINGTON.
GENERAL DETAILS:
TYPICAL OR GENERAL NOTES AND DETAILS ON THESE SHEETS SHALL
APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR
SHOWN OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR
NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR
CONDITIONS.
DISCREPANCIES:
THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH A WRITTEN
REQUEST FOR CLARIFICATION UPON FINDING ANY DISCREPANCY OR
OMISSION IN THE DRAWINGS OR SPECIFICATIONS.
SHORING:
IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN
AND PROVIDE ADEQUATE SHORING, RESHORING AND BRACING OF THE
WORK AS REQUIRED TO PROTECT LIFE AND PROPERTY DURING THE
CONSTRUCTION Of THIS BUILDING.
EXCAVATION:
THE CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR ALL
EXCAVATION PROCEDURES, INCLUDING LAGGING, SHORING AND
PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND
UTILITIES.
CONCRETE
CONCRETE REQUIREMENTS:
LOCATION
STRENGTH
MAX W/C RATIO
VAULT WALLS
3000PSI
@ 28 DAYS
0.50
FTGS & GRADE SLAB
3000PSI
@ 28 DAYS
0.55
PLANK VOID FILL
300OPSI
@ 28 DAYS
0.55
PLANK JOINT GROUT
3000PSI
TO MEET PLANK
MFOR'S RQMT'S
AIR CONTENT:
CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5Y. +I-IY. ENTRAINED
AIR.
MIX DESIGN:
SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN
CONFORMANCE WITH THE SPECIFICATIONS,
MATERIAL REQUIREMENTS:
CEMENT: ASTM C150. ADMIXTURES: ACI 301.
AGGREGATES: ASTM C33. WATER: ASTM C94,
PLACING REQUIREMENITS:
PLACING:
PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL
POSITION TO AVOID SEGREGATION. THE FREE UNCONFINED FALL OF
THE CONCRETE SHALL NOT. EXCEED 5 FEET,
DEBRIS:
REMOVE ALL DEBRIS r-,(�W FORMS PRIOR. TO PLACING CONCRETE.
CONSOLIDATION:
CONSOLIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WORK
CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS.
CURING REQUIREMENTS:
CURING:
CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A
SUITABLE PERIOD OF 11ME AFTER PLACEMENT,
WEATHER CONDITIONS:
ADEQUATE PRECAUTIONS SHALL BE TAKEWDURING HOT AND COLD
WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS,
DESIGN CRITERIA
VERTICAL LOAD DESIGN:
DESCRIPTION: LIV LOAD: DEAD LOAD:
UNIFORM LIVE LOAD 150psp *. NA
TRUC K WHEEL LOADS HM44 NA
SOIL COVER VARIES FROM 1.3 FT MIN TO
2,5FT MAX, SEE CIVIL DWGS
FOR FINAL GRADE ELEVATIONS
UNIFORM LIVE LOAD AND TRUCK LIVE LOAD NEED NOT BE APPLIED
CONCURRENTLY,
SEISMIC DESIGN:
SEISMIC USE GROUP "I" le = 1.0
STRUCTURE LOCATIONi ZIP CODE 98036
SITE CLASS = C
DESIGN SPECTRAL RESPONSE ACCELERATIONS
Sds = 0.840 Sdl = 0.448
SEISMIC DESIGN CATEGORY -- D
BASIC SEISMIC FORCE RESISTING. SYSTEM
BEARING WALL SYSTEMS
ORDINARY REINFORCED CONCRETE SHEAR WALLS
RESPONSE MODIFICATION COEFFICIENT "R11 = 4.5
REDUNDANCE COEFFICIENT p = 1.0
STRUCTURE DEAD LOAD "W" = 673k
SEISMIC HORIZONTAL LOAD EFFECT
E=1.O(1.2j0.840(W)/4,5 -- 0.22W = 0.22(673k) 151k
WIND LOAD DESIGN:
WIND LOADING ON BELOW GRADE VAULTS 16 NOT APPLICABLE
FOUNDATION DESIGN:
FOUNDATION DESIGN 16 BASED ON THE FOLLOWING VALUES DERIVED
FROM THE GEOTECHNICAL REPORT BY CORNERSTONE GEOTECHNICAL,
INC, DATED 01/06/2005:
ALLOWABLE BEARING PRESSURE: 21500 PSF
LATERAL EARTH PRESSURES ON RETAINING WALLS:
ACTIVE CONDITION: 40 PCF EFW (DRAINED LEVEL BACKFILL)
AT REST CONDITION: 60 PCF EPW (DRAINED LEVEL BACKPILLI
TYP WALL SECTION
TYP WALL SECTION
Q2
") SCALE 1/211=11-011
APPROVED AS NOTED
_,�GIBY
NIEERING
Date:
DETAIL KEYNOTES
1. PROVIDE A BENTONITE CLAY OR HYDROPHILIC
WATERSTOP I VOLCLAY "WATERSTOP-RX" OR
"AKWASTOP" ) AT ALL PERIMETER WALLS OF
THE VAULT. INSTALL WATERSTOP IN
ACCORDANCE WITH MANUFACTURER'S
INSTRUCTIONS.
2. 12-1/211 THICK PRECAST PRESTRESSED HOLLOW
CORE PLANK.
3. FINISHED GRADE, ELEVATION VARIES, SEE
DESIGN CRITERIA ON S2 FOR APPROXIMATE
SOIL DEPTHS OVER THE VAULT LID IN
ADDITION TO THE CIVIL DWGS FOR FINAL
GRADE ELEVATIONS.
4. 6110 PERFORATED PVC FOOTING DRAIN WRAPPED
IN 12"xl2ll MINIMUM DRAIN ROCK BEDDING &
FILTER FABRIC. ROUTE DRAIN TO DISCHARGE
PIPE AS SHOWN ON THECIVIL DWGS.
S. APPLY PREFABRICATED DRAINAGE PANEL
(MIRADRAIN 6000 OR EQUIVALENTI TO ALL
PERIMETER VAULT WALLS RECEIVING BACKFILL,
EXTEND DRAINAGE PANELOVERTHE FULL
HEIGHT OF THE WALL. 1811 THICK VERTICAL
DRAINAGE BLANKET MAY BE USED IN LIEU OF
THE DRAINAGE PANEL AS DESCRIBED IN THE
GEOTECHNICAL REPORT,
6. PLANK TO BEAR 3" +/-1/411 ONTO THE TOP
OF THE CONC. WALL. INSTALL NEOPRENE
BEARING PAD AS DETAILED ON THE
PREAST PLANK PLACEMENT DRAWINGS.
REINFORCING. KEYNOTES
101.Qll MHICK CONCRETE WALL, TYPICAL 0
ETER OF THE VAULTS. REINF, w/ #5 1211
o/c HORZ & 0@1011o/c VERT, LAP ALL HORZ.
BARS 2411MIN @ SPLICE LOCATIONS. PROVIDE
(2145 CONT. HORZ. BARS @ THE TOP OF THE
WALL, PROVIDE CORNER B ARS @ ALL HORZ,
REINF AS SHOWN IN 2/Sl. PROVIDE ADDITIONAL
WALL REINF AT PIPE PENETRATIONS AS SHOWN
IN 1/Sl.
102. #5 FOOTING TO WALL DOWELS TO MATCH
WALL VERTICAL REINFORCING SPACING,
PROVIDE STD HOOK 0 END OF BAR CAST INTO
FOOTING. ALTERNATE HOOK WHERE SHOWN IN
THESE SECTIONS. PLACE ALL DOWELS @ THE
CENTER OF THE WALL. DOWELS SHALL BE
EMBEDDED A MINIMUM OF 94/- 1/211 INTO THE
FOOTING & SHALL EXTEND INTO THE WALLS
3011 MIN.
103.. f5xZ-4� @ 240o/c PLACED SUCH THAT EA 4811
WIDE PLANK RECEIVES 121 BARS. LOCATE BARS
IN VOIDS WITH POUR SLOTS AS SHOWN ON THE
PRECAST PLANK PLACEMENT DWGS. PROVIDE
ADDITIONAL BARS @ EA, PLANK IF REQ'D. AND
SHOWN ON THE PRECAST PLANK SHOP DWGS,
104. #6 @ 20"o/c, BAR TO EXTEND 10-1/211 ABOVE
TOP OF WALL. PLACE BAR @ THE CENTER or -
THE WALL,
105. N46 CONT. IN CLOSURE POUR.
106. #5 CONT, IN WITHIN EDGE VOID OF PLANK.
107. #5 HAIRPIN w/ 1411 WIDTH & 1811 LONG TAILS
EA. VOID KNOCKOUT.
REVISION
SEP 2 7 200
BUILDING DEPARTMENT
CM OF EDMONDS
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PASSIVE SOIL RESISTANCE: 500 PCF EFW (ULTIMATE, NATIVE SOIL)
COEFFFICIENT OF BASE FRICTION 0.40 (ULTIMATE, NATIVE SOIL)
SATURATED SOIL DENSITY 125 PCF
THAT PORTION OF TRACTS 14 AND 15, SKELTON'S!MC; ALEER FIVE
ACRE TRACTS. ACCORDING TO THE PLAT THEREOF,' RECORDED IN
VOWME 6 OF PLATS, PAGE 21, RECORDS OF-SNOHOMISH COUNTY,
BEGINNING AT THE SOUTHWEST CORNER OF SAID TRACT 15; AS SHOWN
ON THAT CERTAIN SURVEY RECORDED UNDER VOLUME 35 OF SURVEYS,
PAGES 219-220. RECORDS OF SAID COUNTY. THENCE NORTH 2*38'20"
WEST ALONG THE WEST LINE OF SAID TRACT 15 !A i DISTANCE OF
335.82 FEET, THENCE NORTH 66'08'50* WEST A DISTANCE OF
113.24 FEET TO THE EAST MARGIN OF SR-99-' THENCE NORTH
23*51'10" EAST ALONG SAID MARGIN A DISTANCE OF 51.14 FEET;
THENCE SOUTH 59'0341" EAST A DISTANCE OF 58.51 FEET; THENCE
SOUTH 60*29'03* EAST A DISTANCE OF 81.61 FEET, THENCE NORTH
87*23'01" EAST A DISTANCE OF 92.28 FEET, [THENCE NORTH
02'36'59" WEST A DISTANCE OF 233.65 FEET TO THE BEGINNING OF
A CURVE TO THE LEFT HAVING A RADIUS OF 20.00 FEET; THENCE
NORTHERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF
4113'59" AN ARC DISTANCE OF 14.39 FEET To A - POINT OF
REVERSE CURVATURE AND THE BEGINNING OF A CURVE TO THE RIGHT
HAVING A RADIUS OF 44.00 FEET, THENCE NORTHERLY ALONG SAID
CURVE THROUGH A CENTRAL ANGLE OF 41*3546" AN ARC DISTANCE
OF 31.94 FEET TO A POINT OF TANGENCY, THENCE NORTH 2*15'11"
WEST A DISTANCE OF 1.72 FEET TO THE SOUTH MARGIN OF 230TH
STREET SW; THENCE NORTH 8744'49" EAST ALONG SAID MARGIN A
DISTANCE OF 116.58 FEET TO AN ANGLE POINT THEREON; THENCE
NORTH 2*38'58" WEST ALONG SAID MARGIN A DISTANCE OF 10.00
FEET TO AN ANGLE POINT THEREON; THENCE NORTH 87*44'49" EAST
ALONG SAID MARGIN A DISTANCE 100.94 FEET TO THE: EAST LINE OF
SAID TRACT 15; THENCE SOUTH 236*59" EAST ALONG SAID LINE A
DISTANCE OF 645.22 FEET TO THE SOUTHEAST CORNER OF SAID LOT,
THENCE SOUTH 87*48'17" WEST ALONG THE SOUTH LINE, THEREOF A
I
DISTANCE OF 333.11 FEET TO THE POINT OF BEGINNING.,
BASIS OF BEARINGS:
ROS A.F.# 9108085001 E. LINE
SEC. 31, TWP. 27N, R. 4E = NO2*35'34"W
BENCH: SURVEY CONTROL DATABASE POINT ID# 44
3 1/2" BRASS DISK IN NW CORNER BUILDING #23423
SR 99
DATUM: NAVD 88
SITE BENCHMARK: TBM 1. MON -IN CASE AT INT. SR
99 & 230TH ST SW
ELEVATION=392.18'
TBM 2 PK NAIL LOCATED 231.59'SW X 1.12'W OF NW
PROPERTY CORNER
NOTES:
1. ALL LANES DESIGNATED ON THIS SHEET AS "FIRE LANE* SHALL HAVE A
VERTICAL CLEARANCE OF NO LESS!THAN 113'-6"� AND SHALL BE STRIPED
NTH 4" YELLOW PERIMETER STRIPING AND IDENTIFIED WITH THE WORDS
"FIRE LANE - NO PARKING". LETTERS SHALL BE 12" HIGH WITH 1*
STROKE SPACED 50 LINEAL FEET ON ALTERNATING INSIDES OF LANE.
SIGNES MAY BE USED IN LIEU OF, OR IN ADDITION TO, PAVEMENT
PAINTING IF APPROVED BY THE CITY.
ONE 1/4, NE 1/4 SEC. 31, TWP. 27 N., RGE. 4 E., W.M.
54,
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SCALE- lm = 2000'
PROJECT DATA:
AR."LICANT/PWNER ...........................................
DENNIS CHIN
ARMADILLO SELF STORAGE
23031 HIGHWAY 99
EDMONDS, WA 98036
SURVEYOR/ENGINEER ................................. .....
GROUPFOUR, INC.
16030 JUANITA-WDNVLLE WY
BOTHELL, WA 98011
PHONE: (425) 775-4581
PROJ. MGR.: DAN ROUPE, P.L.S.
PROJ. ENO.: KEN McINTYRE,.P.E.
PARCEL ACREAGE ............................................
5.16 ACRES
DEVELOPABLE ACREAGE ............... i ..................
1.40 ACRES
EXISTING ZONING ..............................................
RM-2.4
WATER DISTRICT ..............................................
CITY OF EDMONDS
SEWER.DISTRICT ..............................................
CITY OF EDMONDS
FIRE DISTRICT ..................................................
CITY OF EDMONDS
POWER/GAS .......................... j ...........................
PUGET SOUND ENERGY
SHEET INDEX:
C1.01.
COVER SHEET
C2.01
TESC & TRAFFIC CONTROL PLAN
C2.02 .
GRADING PLAN
C2.03
GRADING & TESC NOTES & DETAILS
C3.01
PAVING & DRAINAGE PLAN
C3.02
PAVING & DRAINAGE PROFILES
C3.03
DRAINAGE NOTES & DETAILS
C3.04
GENERAL NOTES & DETAILS
C4.01
WATER PLAN
REVISION
2 0 2- U u 5
IRUILDING DEPAMMENT
CITY OF F.DMONDS
A
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
7-1.0
AAAWM4.- !1-t
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CITY ENGINEER DATE
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IN E 1, F/ *4 y NE 1/4, SECO 31, TWP. 27 N., RGE. 4 E.y WX
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SIDEWALK CLOSED
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TRUCK ROUTE:
ENTRANCE FROM HWY 99 ONLY
NO TRUCK EXIT TO HWY 99 ROAD CLOSED W20-1
TO
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TYPEII / /1111 11 1 1 . WORK
I TYPE III M Z�— 9 AHEAD
BARRICADE BARRICADE DETOUR
WITH SIGN WITH SIGN
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ROAD ROAD
- - ---------
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SCALE: 1"=50'
CONTOUR INTERVAL - 2'
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TRUCK ROUTE:
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iig OL
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8
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NMI STRUCTURE
�IC2.OV
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ZED, LJLN I ION VAULT SHALL BE
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o CONSTRUCTION
.:USEDFOR TEMPORARY
ENTRANCE
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21V A! ACCESS
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;d: 1TEMPORARY INLET
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1. 230TH STREET S.W. SHALL ONLY BE CLOSED TEMPORARILY AS WORK KP 2 0 2005
IS BEING PERFORMED. THE FULL ROADWAY SHAH BE OPEN AT THE WILDING DEPARTMENT
END OF EACH WORKDAY. CITY OF rnmomns
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
Am
CITY ENGINEER DATE
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EARTHWORK QUANTITIES
CUT= 7,400 C.Y.
FILL=- 19700 C.Y.
NET= 5j700 C.Y. (CUT)
NOTES:
1. RAW VOLUMES ARE CALCULATED WITHOUT ACC OUNTING FOR
SITE STRIPPING.
2. RAW VOLUMES HAVE NOT BEEN ADJUSTED TO REFLECT
SHRINK OR SWELL FOR COMPACTION & EXPANSION AND
ARE VOLUMETRIC AREAS ONLY.
3. THE ABOVE QUANTITIES ARE ESTIMATES ONLY AND ARE
LISTED SOLELY FOR PERMITTING PROCESSES. THEY ARE
NOT TO BE USED FOR BIDDING PURPOSES.
REVISION
,S03 20 2095
nUILDING DEPARTMENT
(ITY OF FnMONDS
CALL 48 HOURS
3EFORE YOU DIG
1-800-424-5555
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
CITY ENGINEER DATE
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1841EI/4 OF NE 1/4, SEC. 31, TWP. 27 N., RGE. 4 E., W.M.
XISTING STORM DRAINAGE COMMERCIAL DRIVEWAY
IC=3,5790 E UTILITIES TO BE REMOVED ENTRANCE �O4
CB #1
SAWCUT & MATCH EXIS11NG INSTALL GATE WHICH PROMDES OCKIN��D-
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\BUILDING #8
-PROPOSED GAS LINE
(DESIGN BY OTHERS)
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TREATMENTVAULT
AULT INLET
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IE=J74.00
RELOCATE EX.' CB
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N 3971617 E 9 94.58
TO. -NEW LOCA-nON
N 3968.11 E 9527.65
N,3967.82 E 9627.84
RIM= 377J* (MATPH- GRADE)
IE= 373.91
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SCALE: 1"=20'
CONTOUR INTERVAL = 2'
2 1 0
ME
NOTES:
1. . A COORDINATE LISTING, OR EQUAL, OF THE PROMDED
DRAINAGE STRUCTURE LOCATIONS IS AVAILABLE AT
GROUP FOUR, INC.
2. ALL NECESSARY OFF -SITE CONSTRUCTION EASEMENTS
AND PERMITS SHALL BE OBTAINED PRIOR TO
COMMENCING CONSTRUCTION.
3. ALL GRATES TO BE FLAT UNLESS OTHERWISE NOTED.
4. ALL PIPE TO BE CONCRETE OR ULTRA RIB ASHTO M294
TYPE S.
5. ALL CATCH BASINS TO BE TYPE 1-C CATCH BASIN
INLET PRECAST PER A.P.W.A. STANDARD PLAN NO. 52
UNLESS OTHERWISE NOTED.
6. THE PROPOSED FIRE LANE SHALL BE DELINEATED AS
SHOWN ON THIS PLAN. WITH A 4" YELLOW STRIPE, AND
THE WORDS "FIRE LANE" PLACED EVERY 50'.
LETTERING SHALL BE A MINIMUM OF 12" HIGH, WITH A
STROKE WIDTH OF 2".
7. STORMGUARD MODEL 3003 CATCH BASIN INSERTS (OR
APPROVED EQUIVALENT) SHALL BE INSTALLED IN ALL
GRATED CATCH BASIN INLETS PER MANUFACTURER'S
SPECIFICATIONS.
SIT 0 jui�v
WILDING DEPARTMENT
e�I*Ty op mmomns
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
CITY ENGINEER
-.,D if
DATE
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N,GRATE,,S 0 "DRAIN" WITH LOCKING BOLTS.
lot,
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SCALE: 1"= 10' TIGHT COUPLING
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VENTILATION GRATE''
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SECTION A SECTION B
SCALE: 1"= 10' SCALE: 1"= 10'
SECTION
NO SCALE
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ROUND MANHOLE COVER MARKED
STORM DRAINAGE NOTES PIPE SPECIFICATIONS
"DRAIN" WITH LOCKING BOLTS.
1. PIPES:
ADAPTER SKIRT
PLACEMENT REQUIREMENTS FOR CULVERTS AND STORM SEWER INSTALLATION
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A. ALL STORM SEWER PIPE SHALL CONFORM NTH APPLICABLE CITY:STANDARDS FOR MATERIALS AND SHALL BE AS INDICATED IN THE WSDOT/APWA SPECIFICATIONS SEC11ONS 7-02 w w
i RETRIEVAL STRAP m Z CO
AND 7.04. RESPECTIVELY, AND AASHtO SPECIFICATIONS. PIPE MATERIALS SHALL W.
INSTALLATION. RIM= 378.04
COMPLY WITH SECTION 9-05 OF THE WSDOT/APWA SPECIFICATIONS NTH THE
0 >- C-4
B. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR IF IN TW OPINION OF THE CITY, THE EXISTING FOLLOWING CLARIFICATIONS: 481t 36" M10 .
FOUNDATION IS UNSATISFACTORY, THEN IT SHALL BE EXCAVATED,BELOW GRADE AND BACK FILLED 0 G�
FREEBOARD 00
NTH COMPACTED GRAVEL MATERIAL TO SUPPORT THE PIPE. 1 1.' DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE PIPE,
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MEETING THE REQUIREMENTS OF AASHTO M 252 IN 8 INCH SIZE AND AASHTO POLYPROPYLENE N. z
M 294S IN SIZES 12" THROUGH 36", IS AN ACCEPTA13LE ALTERNATIVE FOR
2. CATCH 13ASINS AND MANHOLES. STEPS &LADDER- z 0
SCHEDULE A CULVERT PIPE, AS SHOWN ON WSDOT/APWA STANDARD PLAN E IF
A. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OrHERWISE NOTED., B-17 AND FOR STORM SEWERS IN ACCORDANCE WITH THESE STANDARDS. V, z z 0 -
THE ENDS OF THE PIPE SHALL BE BEVELED TO MATCH THE SLOPE. is z :3
SEE NOTE 3. PIPE 0 !E C4 d
B. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A TYPE 11 CB OR CORRUGATED POLYETHYLENE PIPE SHALL NOT BE USED WHEN BEVELED ... 12" OPEN RISER
LARGER (MANHOLE). SLOPES ARE FLATTER THAN 4:1. FOR ANY PIPE LENGTH SEC11ON THAT IS SUPPORTS
If ETE V =_3 7 4. 0 0 1 C-4 12
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TO BE BEVELED ON THE END, THE MINIMUM LENGTH OF THE UNBEVELED OVERFLOW z
C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND CATCH BASIN PORTION OF THE PIPE SHALL BE 6 FEET. THE PIPE SHALL BE INSTALLED IN 3"X.075" STEEL (TO BPASS PEAK 0- 11 �:
FRAMES AND GRATES JUST PRIOR TO POURING OF CURBS AND PAVING. A DESIGN A TRENCH AS SHOWN ON STANDARD DRAWING 9-210. FOR w
t. STORM VOLUMES) w _j C4
BURIAL DEPTHS EXCEEDING 15 FEET, THE PIPE SHALL BE INSTALLED IN z _j
OR ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND THESE LIFT GATE z
D. ALL CATCH BASINS, FRAMES, AND GRATES SHALL CONFORM WITH APPLICABLE CITY STANDARDS F < LU
GEOTEXTILE
3:
FABRIC uj -d L_ CO
MATERIALS AND INSTALLATION. STANDARDS. ROD
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F. ALL TYPE 11 CATCH BASIN MANHOLES, INLET, AND CATCH BASINS SHALL HAVE LOCKING LIDS. 2. GALVANIZED CORRUGATED STEEL PIPE SHALL HAVE ASPHALT COATING to
TREATMENT 1 AS SPECIFIED IN WSDOT/APWA SPECIFICATION SECTION SEDIMENT z rz
G. STANDARD POLYPROPYLENE LADDER STEPS SHALL BE PROVIDED I N ALL CATCH BASINS AND 9-05.4(3). ALUMINIZED STEEL PIPE MAY BE USED WITHOUT TREATMENT 1. 12" RISER
MANHOLES EXCEEDING 5 FEET IN DEPTH. ACCUMULATION cy
PIPE Nt
3. PWRIB SEAMLESS GRAVITY SEWER PIPE AND FITTINGS CONFORMING TO ASTM
H. ALL CATCH BASIN RIMS SHALL BE VANED GRATES UNLESS OTHERWISE NOTED.
F794 AND UNI-B-9 FOR 8"-15" DIAMETER; ULTRA -RIB PVC STORM SEWER
��I UN
PIPE CONFORMING TO ASTM F794 & UNI-B-9 FOR 8"-24" DIAMETER; AND
3. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE� PIPES AND CATCH BASINS SHALL BE
FLUSHED AND CLEANED PRIOR TO CITY ACCEPTANCE. ULTRA-CORR PVC SEWER AND DRAIN PIPE CONFORMING TO.ASTM F949 AND.
ASTM F794.
12
4. LOCATIONS OF EXISTING UTILITIES AND IMPROVEMENTS SHOWN ARE APPROXIMATE ONLY AND IT SHALL BE MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "SD":
THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE EXACT LOCATION(S) OF ALL UTILITIES AND -DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52). IE= 370.05
IMPROVEMENTS TO AVOID DAMAGE OR DISTURBANCE.
i -REINFORCED CONCRETE PIPE.
5. FOR AID IN UTILITY LOCATION CALL 1-800-424-5555 PRIOR TO COMMENCEMENT OF CONSTRUCTION -GALVANIZED CORRUGATED IRON OR STEEL PIPE (SEE NOTE 3). METAL PIPE
-GALVANIZED STEEL SPIRAL RIB PIPE, TREATMENT I THROUGH 6.
.(SEE NOTE 4).
ACTIVITY.
-CORRUGATED ALUMINUM PIPE.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERM ITS FOR ROAD AND UTILITY -ALUMINUM SPIRAL RIB PIPE. STREAM z
CONSTRUCTION. -ALUMINIZED TYPE 2 CORRUGATED STEEL (MEETS AASHTO TREATMENT M274 CATCH
AND M56). INSERT 0
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) SMOOTH -OILSOP3
INTERIOR (SEE NOTE 1). F+13 PAO( 0
-POLYVINYL CHLORIDE (PVC) SEWER PIPE. REACH THROUGH z
FRAME GRAT5HArM
-HIGH DENSITY POLYETHYLENE PIPE (HDPP).
I PULL X
-PVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR
CONTROL STRUCTURE & 1 413 F11 f I I I opl�tlt
(SEE NOTE 4). T ASPHACI-
AROUND
OVERFLOW STANDPIPE NOTES MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS RCP": cn
SuP71UaE
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52). SECTION COTTER PIN
NTH THE REQUIREMENTS -REINFORCED CONCRETE PIPE.
1. EXCEPT AS SHOWN OR NOTED, UNITS SHALL BE CONSTRUCTED IN ACCORDANCE
E 2 54" MINIMUM DIAMETER. I ; NO SCALE F
FOR CATCHBASIN TYP PEP) SMOOTH .%.Xz.
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (C 1 ;, .:. - STU CL
INTERIOR (SEE NOTE 1). ."Our, 1,
2. FOR DETAILS SHOWING GRADE RING, LADDER, STEPS, ;HANDHOLDS AND TOP SLABS, SEE STD DWG 5-120, cof"r- TYPE I j
03
CATCHBASIN DETAILS. -POLYVINYL CHLORIDE (PVC) SEWER PIPE. A A
C0NC'T`pE I TUBE
-HIGH DENSITY POLYETHYLENE PIPE (HDPP). Y4'0 bLW
-PVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR (SEE DOUBLE C0 CbmiosioN Lu a
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3. THE RESTRICTOR /SEPARATOR AND PIPE SUPPORTS SHALL BE OF THE SAME MATERIAL AND SHALL BE NOTE 4). :4 SEAM RESISTANCE
FABRICATED FROM 0.060" ALUMINUM OR 0.064" ALUMINIZED STEEL! OR 0.064" GALVANIZED STEEL PIPE IN MEAMGUAW CATCH 08
ACCORDANCE WITH AASHTO M 36, M 196, M197 AND M274. GALVANIZED STEEL SHALL HAVE TREATMENT MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS NRCP": 3AS.tN INSERT 0VLSORE1ENTF1LT*ER
I il! �� PAOC
1. 1 ji -REINFORCED CONCRETE PIPE.
OILSORS-rap PLAN VIEW w
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
4. OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE WITH k STANDARD COUPLING BAND FOR PACK V
CORRUGATED METAL PIPE OR GROUTED INTO THE BELL OF CONCRETEIPIPE.
4. SAND COLLARS ARE REQUIRED ON PVC PENETRATIONS TO CATCH BASINS.
5. THE VERTICAL RISER STEM OF THE RESTRICTOR/SEPARATOR SHALL I BE THE SAME DIAMETER AS THE SECTIbN A -A 0 0
�EC_l ION B-13 Fm Z
HORIZONTAL OUTLET PIPE NTH A 8" MINIMUM SIZE.
6. FRAME AND LADDER OR STEPS TO BE OFFSET SO THAT (1) CLEAN I OU T GATE IS VISIBLE FROM TOP. (2) Lu
CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE. (3),! FRAME IS CLEAR OF CURB (IF ANY CB #2 EMERGENCY 0 .0
EXIST). :1 1", <
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7. MULTI -ORIFICE ELBOWS MAY BE LOCATED AS SHOWN:ON ONE SIDE� OF RISER TO ASSURE LADDER OVERFLOW RISER z
CLEARANCE. SIZE OF ELBOWS TO BE DETERMINED BY: THE ENGINEER,,
*t- q 6h cl
B. RESTRtiCTOR PLATE MTH ORIFICE AS SPEC(FIE0 IN THE PLANS. OMIT PLATE IF ONLY FOR POLLUTION
CONTROL. SPECIFIED OPENING TO BE CUT ROUND AND SMOOTH. z
_P 2 0 200b 0
9. CLEANOUT GATE/SHEAR GATE men
ALUMINUM ALLOY PER ASTM B26-ZG32A OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. LIFT a
HANDLE EITHER SOLID OR TUBING NTH ADJUSTABLE HOOK AS REQUIRED. NEOPRENE RUBBER !1UILDING DEPARTMENT
CITY OF Fnmomn w
GASKETS REQUIRED BETWEEN FLANGES.
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10. ALTERNATE CLEANOUT GATES/SHEAR GATES TO THE DESIGN SHOWN ON STD DWG 5-250 ARE
ACCEPTABLE PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX BOLT, 10
3/8" 13OLT CIRCLE FOR 13OLTING TO THE FLANGE CONNECTION. 5/8" DIAMETER STAINLESS STEEL
lid.
EXPANSION BOLTS SHALL BE USED.
CITY of EDMONDS Q
11. RESTRICTOR TEES MAY BE FABRICATED (EXTRUSION WELDED) FROM' DOUBLE WALLED (SMOOTH INTERIOR)
CORRUGATED POLYETHYLENE PIPE MEETING THE REQUIREMENTS OF SECTION 5-04.H OF THESE APPROVED FOR CONSTRUCTION SHEET OF
STANDARDS. PIPE SUPPORTS FOR RESTRICTOR SHALUBE FABRICATED�' FROM THOSE MATERIALS LISTED IN
CALL 48 HOURS
.NOTE 3 ABOVE. THE OUTLET SHALL BE CONNECTED TO CULVERT OR; SEWER PIPE NTH A PREMIUM
COUPLING, BY USING A HEAT SHRINK ADAPTER TO OTHER TYPES !OF PIPEj OR BY FABRICATING A C3.03 9
SMOOTH OR TAPERED OUTLET TO SLIP INSIDE OF THE CULVERT OR, SEWER'PIPE. BEFORE YOU. DIG
T`v,jv""1Lr V,
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36-
WSDOT/APWA PLAN B 8-4519
-3 1-800-424-6665 CITY ENGINEER DATE
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Im"AlE 1/4 OF NE 1/4, SEC. 31, TWP. 27 N, RGE. 4 E, W.M.
GENERAL NOTES
I. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE W1 TH TH E CITY OF EDMONDS
ENGINEERING DESIGN AND DEVELOPMENT STANDARDS, 'WASHINGTON; STATE
DEPARTMENT OF TRANSPORTATION/AMERICAN PUBLIC WORKS ASSOCIATION 2004
STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, AND
THE CURRENT WSDOT HYDRAULICS MANUAL.
1/4' RAKE PER FOOT FROM
2. ALL WORK PERTAINING TO THIS PROJECT SHALL BE SUBJECT TO INSPECTION BY THE GROUND LEVEL Alm m CIIART tn
CITY INSPECTOR OR DESIGNATED REPRESENTATIVE. PRIOR TO ANYSITE WORK, THE DEPTH OF ASPHALT CONCRETE PATCH SHALL..
CONTRACTOR SHALL ARRANGE FOR A PRECONSTRUCTION CONFERENCE NTH THE MATCH EXISTING PAVEMENT DEPTH ON MAJOR ARTERIAL 4- HOSE CON�ECTICN W/ STOra FITTING
CITY. (AS REQ D BY FIRE DEJn)
ROADS. ALL OTHER ROADS SHALL BE A MINIMUM
Ar.*
OF 31 AS DETERMINED BY THE CITY'S REPRESENTATIVE
4 STORZ ADAPTER
3. BEFORE PERFORMING ANY GRADING OR CLEARING, THE LIMITS OF ALL PROPOSED r --------------------------------- JI-4 ---------
CLEARING AND GRADING, SENSITIVE AND CRITICAL AREAS AND THEIR, BUFFERS, NO HIM (n
T"m 51 z
TREES TO BE RETAINED, AND DRAINAGE COURSES SHALL BE MARKED IN THE FIELD TO
PRE-ASSEUBLED, DOH STATE APPROVEI) I I C1014TER OF
AND VERIFIED BY THE CITY. FINAL JOINT SHALL BE SAW CUT AND ALL DOUBLE CHECK nnrctm VAIVr A"rlMy I 111mrt;K VALVE 1- #2 mw Ofr
TRAFFIC SAFETY FEATURE.- 1 4 V&Vrz V)
EXPOSED EDGES SHALL BE TACKED NEATLY WITH " W
BREAK OFF FLANGE, NUTS MIN. c
4. THE DEVELOPER IS RESPONSIBLE FOR STORMWATER QUALITY. A MONITORING
PROGRAM SHALL BE ESTABLISHED BY THE DEVELOPER. AR-4000W. AND BOLTS. �u > m ACP
<SEE NOTE #3) < _j
EXISTING ACP Ix /-SIDEWALK 0
BASE COURSE 0 11
5. TESC CONTROL FACILITIES SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR
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EXTENSIVE LAND CLEARING IN ACCORDANCE NTH THE, APPROVED TEMPORARY L
0
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EROSION/SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE� 3' x 3' x 3,5' THIC CAST IRON ADJUSTABLE 1 '31 1 FL X FL TIM
SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING IS,. COMPLETED 4 VALVE DO
CONCRETE PAD AROUND HYDRANT
I A nA4= COUPLING
AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED. lb WEDGE VALVE Aaw"
RESTRAINED JOINTS TEE WITH FLANGED
Od
OR TIE RODS CONNECTION FOR ZSENSOR SR2 W/MPL
glig I MOIL REW. THE TRPL SHALL BE
HYDRANT VALVE INSTALLED ON HATCH CIME TO HINGE
15' (AISLES A,C & F) 15' (AISLES A,C & F) <
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-18'xlg'x4' 13LE LEAF Un (MOOM-I.W. HATCH)
12' (AISLES B & E) 12'L(AISLES B�& E) CONC. BLK. \ I ADDER PER APWA SID PLAN J41 V UNNIM
10' (AISLES D) 10' (AISLE FLANGED ONNECTION AUGN WITH HATCH. rNom Tm moon cl
S [D)
UNDISTURBED EARTH
1/2 CY WASHED 1-1/2' MINUS ROCK HYDRAN CONNECTIO PIPE TO EXTERIOR PLAN VIEW
RE DUCTILE IRON CLASS 52. ANY
WITH FABRIC CLOTH ABOVE GENERAL NOTES:
INTERMEDIATE JOINTS TO BE
d
RESTRAINED 1. ACCESSES BY L.W. HATCH: TYPE "D" ( no-10 PEDESTRIAN LOAD; H-30 TRAFFIC LOAD)
2 27- THRUST BLOCK
WITH SIDE OUTLET GUTTER DRAIN.
REFER TO THE CITY OF EDMONDS VAULT COVER GUTTER DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN. MMOIR SR2 WTH C011W M3#= W.M,
MODIFICATION TO SECTION 9 OF 3. DCDA MUST BE TESTED BY A CERTIFIED BACKFILOW ASSEMBLY TESTER. 9-F-cR=9&JlElTA%% A
6" MIN DEPTH WSDOT'S STANDARD SPECIFCATIONS 4. ALL TEST COCKS MUST BE PROVIDED WITH PCV PLUGS. NO.
FOR BACKFILL MATERIAL GRADATION, INDOOR VERTICAL INSTALLATION
1-1/4" MINUS IMPORT OR NATIVE MATERIAL. N 0 T E S 5, A CITY APPROVED VALVE IS REQUIRED BETWEEN THE SUPPLY MAIN AND THE VAULT.
MIN. AC PAVEM ! ENT CRUSHED ROCK
SHALL BE COMPACTED TO 95%
211- 5/8" CSTC MAXIMUM DENSITY. I. HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY [IF EDMONDS VAULT SIZES
(SEE NOTE #2) APPR13VED MATERIAL LISTINGS. MINIMUM INSIDE VAULT
APPROXIMATE EQUIP
4 /4" CSBC 2. HYDRANTS SET IN CONCRETE REQUIRES AN EXPANSION STRIP AROUND HYDRANT METER SIZE DIMENSIONS DIMENSIONS
APPROVED SUBGRADE BARREL. IN ADDITION, THE INSTALLATION OF THE HYDRANT ON PRIVATE AND TYPE I --- - -_ I(EXCLUDES SIAMESE CONNECTION)
NOTES, PROPERTY SHALL EQUAL OR EXCEED STANDARDS SET FORTH FOR THE INSTALLATION A C
1, SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMONDS, D LENGTH WIDTH HEIGHT
3. PROVIDE FOR VEHICULAR TRAFFIC PROTECTION. 2 9-1 1--1-
STANDARD SPECFICATIONS FOR BACKFILLING REQUIREMENTS. .4" X 3/4" 0'-6" 4'-3- 10'-0" 51-0" 70-0-
4. ALL HYDRANTS SHALL BE PROVIDED WITH (2) 2-1/2' HOSE NOZZLES AND
2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANY (1) 4-1/2' NST PUMPER NUZZLE WITH 4' STORZ QUICK COUPLING ADAPTER.
DOCUMENTING BACKFILL MEETS A MINIMUM 95% DENSITY PER ASTM D 1557. 5. STEAMER PORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE ACCES' 6- X 3/4' 3'-g". l'-2" 0'-8" 5*-6" 110-00, 6l-O" 71-0"
S. 1.
6. THREE FOOT MINIMUM CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT 40-5- 11-4" 0'- 6#-4" 12'-0" 61-0" 7'-0"
WHEN PLACING LANDSCAPING OR ROCKERIES (ETC). 8 - X 3/4 -
3, FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH 7. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW I
CRS-1 OR CRS-2 SEALANT. 10" X 1" 6,-0 an O.-1 1- 8.--6" 14#-6" 70-00' 71-0- Ll
8. CONSTRUCT 3' X 3' X 3.5' THICK CONCRETE PAD AROUND HYDRANT PIPE.
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A GEBERT 6/16/03
TYPICAL ACP AND UTILITY PATCH I
DOW!117111111HECK DEmi
w w FIRE HYDRANT ASSEMBLY D. GESERT 6/16/03
0 a i 11/2"R DATE SCAM NO i�m-
< NTS 2w( E2.3 DATE SCALE NO. ERT (COMMERCMUMULII-FA Y)
tl_ 7/24/01 NTS E7.1 ITE 01 SCALE
1 7/24/01 7/24/ NTS DING NO.
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RUDED CURB DETAIL A P AND UTILITY PATCH. _j
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CITY INSPECTION REQUIRED ON FORM WORK PRIt7R TO POUR, w 00
ACCESSIBLE RAMP SHALL BE PDURED SEPARATELY 0
rRVM.CURR AND GUTTER, q
Hld30 'NIFI L CONCRETE CURB AND GUTTER CD 10
I- z V)
0 OR 16' VERTICAL CURB (TO HATCH 5z cI
0 VARIES PER EXISTING CURBING) SHALL EXTEND tu
TO END OF RADIUS.
EXTRUDED CURB SHALL START
CODE
AT END OF RADIUS
Ix Oc RADIUS VARIES TRANSITION SLOPE SHALL
cr BE IsI2 (TYP)
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TYPE 2 CURB RAMP TY
Q ge PEI CURB RAMP
z .5l LONG RAMP MIN. >
(SEE DETAIL E-2.15) LUNG RAMP MIN.
04
Do (SEE DETAIL E-2,14)
LL SAW CUT OR REMOVE a.
TO NEAREST JOINT
0 1
103 p, ri rl 0 -2 N �,: REMOVE AND REPLACE SIDEWALK
CURB AND GUTTER
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Q CONCRETE CURB AND GUTTER
of Ix En ...... .... A LL-L-L LI EXIST 5' SIDEWALK z
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> --. i . f LLL' PLACE FULL DEPTH EXPANSION JOINT
DID 0 Z Lu X
> BETWEEN C/6 AND HIGH TRAFFIC LOAD GUTTER,
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0 0 IF WING AND C/G ARE NOT POURED AS ONE UNIT
p CURB/GUTTER AND WING FOR HIGH TRAFFIC
:4 0 1 L L L vi
SO ix 5
M - 0 LUAU GUTTER MAY BE POURED AS ONE UNIT�
X
E5-
u) n L FULL DEPTH EXPANSION JOINTS SHALL BE PLACED
�\\I/2' EXPANSION JOINT
�zx 31 tj 2c IF WIDTH 13F OPENING EXCEEDS 151, -j
DID
z UIUU;.l9I., 0 L,0' TACTILE STRIP
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0 < SIDE RAMP I SEE RAMP DETAIL ACP ACP uj
cn 0 142 (TYPICAL DWG# E2.25 �u
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6' CONC. CURBING SHALL EXTEND TO
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THE LIMITS OF THE SIDE SLOPE AND
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SHA-LL MATCH THE TOP OF THE SIDEWALK SECTION A
0
IL EXIST 5' SAW CUT AS REQUIRED 0
PS SIDEWALK
CONCRETE SHALL BE CLASS 3- 300OPSI z
NOTE,
31: 0 - W
�: I� 1: ! ! V) 1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING -j
m CURB,
IL 0 z V) GUTTERSj PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT
GO
z z P_ u NEW. RAMPS TO MATCH ADJACENT SURFACES. 0
z CURB AND GUTTER SHALL BE POURED
2.ALL CONCRETE SURFACES SHALL HAVE A BRO13M FiNISH. j
SEPARATELY FROM THE SIDEVALK. ASPHALT SURFACE
to 3. CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND uj
CITY INSPECTION REQUIRED ON FORM VDRK
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS, PRI17R TO POUR.
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REVISION Cl Lu Q
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N' D .-E-F MON. c -Ty"
..C--,.*-.I-.T,-Y -0 F:-. -E.D. M C
REVISIONS REVISIONS SEP 2 0 2005
STAN DAR D DETAIL APIVnV" NY I DATE STANDARD DETAIL RE -VISIONS STANDARD DETAIL 1=1
ATINVVED by DA nUILDING DEPARTMEN7
D. EBERT 6/16/03 DOUBLE CHECK DEECTOR,ASSEMBLY (DCDA) PROFILE A GEPERT 10/6/03 CURB RAMP TYPE 6 D, GEDERT 10/6/03 Ha 7RA" UM DMVMAY ACCM INTY Or- FnmnNns uj
1). GEBEJRT 10/6/03 MERM MULWAMILY) DATE MM APHaT WIN EWA* APMMQ LL
DATE 7/24/01 LE I NTS Dwa NO. E7.8.1 _jqcj0 7/24/01 SCALE NTS DWO No' E2.18 DATE SCALE DWO NO. 0
AA I 1 7/24/01 NTS IE2.27
CITY of EDMONDS
APPROVED
C A . FOR CONSTRUCTION SHEET OF
lA%LL 48 HOURS
L
D OUBLE CHECK �DE �T� C 0 R �A �SS �E� COMMERCIAL DRIVEWAY ENTRANCE BEFORE YOU DIG C3.04 9
(S 7 CURB RA,M.,P
ECTI N IE 8
NO SCALE
NO SCALE 1-800-424-5655 CITY ENGINEER
J. DATE 98-4519
1541E 1/4, NE 1/4 SEC. 31, TWP. 27 N., RGE. 4 E., W.M.
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1-6" FIRE DEPT. CONN.
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1-CONC. BLOCKING
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SIZE TO BE DETERMINED
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"6
APPROX. 1" WATER LINE
LOCATION. CONTRACTOR
SHALL FIELD VERIFY
4.,! 1- PRIOR TO DIGGING.
EXISTING METER &
4 HOSE BIB SHALL BE
RELOCATED AS SHOWN.
APPROX.1" WATER LINE
LOCATION. CONTRACTOR
APPROX. WATER.
SHALL FIELD VERIFY
LOCATION. CONTRACTOR PRIOR TO DIGGING.
SHALL FIELD VERIFY
PRIOR TO DIGGING. - - - - - --
ST-
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INSTALL:
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2-8" GATE VALVE (FLxMJ)
2-LONG BODY SLEEVES -
1-6- GATE VALVE (FLxMJ)
h,J-CONC. BLOCKING
D.I. SPOOL (LENGTH AS NECESSARY)
-4SD ------
- INSTALL:
INSTALL:
-N 4293.91 E 96584.53
1-6"DOUBLE CHECK DETECTOR
ASSE BLY IN BOX MJ
1-6" POST INDICATOR VALVE (MJ)
INSTALL:
15LF-6" CL52 D.I. PIPE
INSTALL
N= 4279.26 E= 9685.03
1-6- TEE (MJ)
1-FIRE HYDRANT ASSEMBLY
D.I. SPOOL (LENGTH AS REQ'D.)
1-6
1-CONCRETE BLOCKING
BUILDING #6
INSTALL-
1-6"xgO" BEND (MJ)
1-CONC. BLOCKING
BUILDING #5
7. - -- Y. �— x
10
SCALE. 1pp--209
CONTOUR INTERVAL = 2'
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'IUILDINO DEPAnimENT
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APPROVED FOR CONSTRUCTION
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SHEET OF
C4.01 9
98-4519
NE1/4, NE1/4 SEC. 31 9TWP. 27 N RGE. 4 E qW.M.
STORM DRAINAGE NOTES
1. PIPES
A. ALL STORM SEWER PIPE SHALL CONFORM WITH CITY OF EDMONDS
STANDARDS AND DIVISION 7 OF THE WSDOT/APWA SPECIFICATIONS.
B. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR IF IN THE
OPINION OF THE CITY INSPECTOR, THE EXISTING
FOUNDATION . IS UNSATISFACTORY, THEN IT SHALL BE
EXCAVATED BELOW GRADE AND BACK FILLED NTH COMPACTED
GRAVEL MATERIAL TO SUPPORT THE PIPE.
C. THE BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF
THE PIPE OR PIPE ARCH IN LAYERS WITH A LOOSE AVERAGE
DEPTH OF 6", MAXIMUM DEPTH 8", THOROUGHLY TAMPING EACH
LAYER. THESE COMPACTED LAYERS MUST EXTEND FOR ONE
DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE
TRENCH. MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL
BE THE SAME AS DESCRIBED. (REFER TO WSDOT STANDARD
SPECIFICATION 7-04.3(3) AND STANDARD SPECIFICATION 2-
03.3(14)C, METHOD B & C.
D. GALVANIZED STEEL CMP SHALL MEET THE REQUIREMENTS OF
AASHTO DESIGNATION M-36, TYPE 1 AND TYPE 2. PIPE SHALL
HAVE ASPHALT TREATMENT 1 OR BETTER.
E. CORRUGATED ALUMINUM PIPE AND COUPLING BANDS SHALL MEET
THE REQUIREMENTS OF AASHTO M196 AND M197.
F. DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE
PIPE, MEETING THE REQUIREMENTS OF AASHTO M252 IN 8 INCH
SIZE AND AASHTO M294S IN SIZES 12" THROUGH 36", IS AN
ACCEPTABLE ALTERNATIVE TO SCHEDULE A CULVERT PIPE, AS
SHOWN ON WSDOT/APWA STANDARD PLAN B-17 AND FOR STORM
SEWERS IN ACCORDANCE WITH CITY OF EDMONDS STANDARDS.
G. BAND SIZE SHALL BE 12" FOR PIPE LESS THAN 42" DIAMETER
AND 49" X 33" ARCH PIPE.
H. BACKFILL AROUND PIPE MUST BE COMPACTED TO A SPECIFIED
AASHTO T-99 DENSITY OF 90%. USE REASONABLE CARE IN
HANDLING AND INSTALLATION.
1. ALL NON -PERFORATED METAL PIPE SHALL HAVE NEOPRENE
GASKETS AT THE JOINTS. O-RING GASKETS MAY BE USED FOR
TYPE F COUPLING BAND.
2. CATCH BASINS AND MANHOLES
A. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE
NOTED.
B. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW
LINE SHALL BE A TYPE 11 CB OR LARGER (MANHOLE).
C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL
MANHOLE, INLET, AND CATCH BASIN FRAMES AND GRATES JUST
PRIOR TO POURING OF CURBS AND PAVING.
D. ALL GRATES SHALL BE DEPRESSED 0.1 FEET BELOW PAVEMENT
LEVEL.
E. CATCH BASIN FRAME AND GRATES SHALL BE OLYMPIC FOUNDRY
MODEL 5435, 5435A, OR 50503A, LOCKING TYPE OR EQUAL.
MODEL 5435A IS REFERRED TO AS A "THROUGH CURB INLET" ON
THE PLAN. MODEL 50503A IS REFERRED TO AS A "ROLLED
GRATE INLET" IN THE PLAN.
F. ALL TYPE 11 CATCH BASIN MANHOLES, INLET, AND CATCH
BASINS SHALL HAVE LOCKING LIDS. ROLLED GRATE NOT
APPROVED FOR OUTSIDE OF COUNTY RIGHT OF WAY OR FOR USE
NTH TYPE 11 MANHOLE.
G. STANDARD LADDER STEPS SHALL BE PROVIDED IN ALL CATCH
BASINS AND MANHOLES EXCEEDING 5 FEET IN DEPTH.
3. PRIOR TO SIDEWALK CONSTRUCTION, CONSTRUCT THE LOT
.DRAINAGE CONNECTIONS AND/OR STUB OUTS BEYOND SIDEWALK.
STUB OUTS SHALL BE MARKED WITH A 2" X 4" AND LABELED
"STORM", LOCATIONS OF THESE INSTALLATIONS SHALL BE
PLACED ON THE AS -BUILT CONSTRUCTION PLANS AND SUBMITTED
TO THE CITY.
4. STORM WATER RETENTION/DETENTION FACILITIES, STORM
DRAINAGE PIPE AND CATCH BASINS SHALL BE FWSHED AND
CLEANED PRIOR TO THE CITY OF EDMONDS ACCEPTANCE.
GENERAL NOTES
11. ALL WORK A14D MATERIALS SHALL BE IN ACCORDANCE WITH
THE CITY OF EDMONDS I WASHINGTON STATE DEPARTMENT OF
TRANSPORTATION/AMERICAN PUBLIC WORKS ASSOCIATION 1994
STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL
CONSTRUCTION, AND THE 1989 WSDOT HYDRAULICS MANUAL.
2. ALL WORK PERTAINING TO THIS PROJECT SHALL BE SUBJECT TO
INSPECTION BY THE CITY INSPECTOR OR HIS DESIGNATED
REPRESENTATIVE. PRIOR TO ANY SITE WORK, THE CONTRACTOR
SHALL CONTACT THE CITY INSPECTOR TO SCHEDULE A
PRECONSTRUCTION CONFERENCE.
3. PRIOR TO ANY SITE DISTURBING ACTIVITY INCLUDING CLEARING,
LOGGING OR GRADING, THE SITE CLEARING LIMITS AS SHOWN ON
THESE PLANS SHALL BE LOCATED AND FIELD IDENTIFIED BY THE
PROJECT SURVEYOR OR ENGINEER. THE PROJECT SURVEYOR OR
ENGINEER'S NAME AND TELEPHONE NUMBER ARE GROUP FOUR,
INC., (425) 775-4581.
4. AS-BUILTS OF DETENTION SYSTEM SHALL BE REQUIRED PRIOR TO
FINAL APPROVAL.
PIPE SPECIFICATIONS
PLACEMENT REQUIREMENTS FOR CULVERTS AND STORM SEWER
INSTALLATION SHALL BE AS INDICATED IN THE WSDOT/APWA
SPECIFICATIONS SECTIONS 7-02 AND 7.04, RESPECTIVELY, AND
AASHTO SPECIFICATIONS. PIPE MATERIALS SHALL COMPLY NTH
SECTION 9-05 OF THE WSDOT/APWA SPECIFICATIONS WITH THE
FOLLOWING CLARIFICATIONS:
1. DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE
PIPE, MEETING THE REQUIREMENTS OF AASHTO M 252 IN 8 INCH
SIZE AND AASHTO 294S IN SIZES 12" THROUGH 36", IS AN
ACCEPTABLE ALTERNATIVE FOR SCHEDULE A CULVERT PIPE, AS SHOWN
ON WSDOT/APWA STANDARD PLAN B-17 AND FOR STORM SEWERS IN
ACCORDANCE WITH THESE STANDARDS.
THE ENDS OF THE PIPE SHALL BE BEVELED TO MATCH THE SLOPE.
CORRUGATED POLYETHYLENE PIPE SHALL NOT BE USED WHEN BEVELED
SLOPES ARE FLATTER THAN 4:1. FOR ANY PIPE LENGTH SECTION
THAT IS TO BE BEVELED ON THE END, THE MINIMUM LENGTH OF THE
UNBEVELED PORTION OF THE PIPE SHALL BE 6 FEET.
THE PIPE SHALL BE INSTALLED IN A DESIGN A TRENCH AS SHOWN ON
STANDARD DRAWING 9-210. FOR BURIAL DEPTHS EXCEEDING 15
FEET, THE PIPE SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS AND THESE STANDARDS.
2. IN PRIVATE DEVELOPMENTS, THE USE OF NON -SMOOTH INTERIOR
CORRUGATED POLYE'IHYLENE (AASHTO M-294, TYPE "C") IS ALLOWED,
EXCEPT WHERE THESE INSTALLATIONS ARE OR CAN REASONABLY BE
EXPECTED TO BECOME PART OF THE COUNTY MAINTAINED DRAINAGE
SYSTEM.
3. GALVANIZED CORRUGATED STEEL PIPE SHALL HAVE ASPHALT
COATING TREATMENT' I AS SPECIFIED IN WSDOT/APWA SPECIFICATION
SECTION 9-05.4(3). ALUMINIZED STEEL PIPE MAY BE USED
WITHOUT TREATMENI-1.
4. PWRIB SEAMLES3 GRAVITY SEWER PIPE AND FITTINGS CONFORMING
TO ASTM F794 AND UNI-B-9 FOR 8"-15" DIAMETER; ULTRA -RIB PVC
STORM SEWER PIPE CONFORMING TO ASTM F794 & UNI-B-9 FOR 8"-24-
DIAMETER; AND ULTPA-CORIR PVC SEWER AND DRAIN PIPE CONFORMING
TO ASTM F949 AND ASTM F794.
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "SD":
-PLAIN CONCRETE.
-DUCTILE IRON SUPPLY, CLASS 50 OR 52).
-REINFORCED COIN PIPE.
-GALVANIZED COR�L;`,�ATED IRON OR STEEL PIPE (SEE NOTE 3).
-GALVANIZED STEEL SPIRAL RIB PIPE, TREATMENT 1 THROUGH 6.
-CORRUGATED AL&NUM PIPE.
-ALUMINUM SPIRAL. 11113 PIPE.
-ALUMINIZED TYPE CORRUGATED STEEL (MEETS AASHTO
TREATMENT M274 IAND M56).
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) -
SMOOTH INTERIOR (SEE NOTE 1).
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) -
SINGLE WALL, FULLY CORRUGATED (SEE NOTE 2).
-POLYVINYL CHLORIU__ (PVC) SEWER PIPE.
--HIGH DENSITY POLYETHYLENE PIPE (HDPP).
-PVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR (SEE NOTE 4).
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "CP":
-PLAIN CONCRETE.
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
'TE PIPE.
-REINFORCED CONCRE
-CORRUGATED HIGH :DENSITY POLYETHYLENE PIPE (CPEP) -
SMOOTH INTERIOR (SEE NOTE 1).
-POLYVINYL CHLORIDE (PVC) SEWER PIPE.
-HIGH DENSITY POLYETHYLENE PIPE (HDPP).
-PVC SMOOTH INTERIOR NTH CORRUGATED RIB EXTERIOR (SEE NOTE 4).
MATERIALS ALLOWED -FOR STORM PIPE SYSTEMS LABELED AS "RCP":
-REINFORCED CONCRETE PIPE.
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
CAST IRON LOCKING
RING AND COVER
a
CEMENT CONC. R/W LINE a a a
L fPc 1.3
CLASS 4000 30" SQ. PAVED a : -
RFACE M....003. 1;
C14
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6" GASKETED
12" PVC SPIGOT CAP
SLEEVE OR MECHANICAL
FIBER JOINT PLUG
PACKING I
10
12" CAST IRON
PAVED AREAS LOCKING RING & COVER
i
STORM CLEANOUT DETAIL
NO SCALE
)EU CURb
RB INLET ACCESS RISERS, USE ROUND,
50 LOCKING COVER AND FRAME PER
SNO. CO. STD. DWG. 9-170
ADJUSTMENT RINGS
AS NEEDED (TYP.) /-TOP SLAB PER STRUCTURAL
/ i DESIGN
r t
6" MIN.
TOP BAFFLE
WALL=375.20 6" ELBOW EL.= 375.30
ORIFICE 0= 3-3/8"
3.90' (LIVE STORAGE)
T77NORMAL POOL=372.30
2' MIN.
8 " D. 1. 3.00' (DEAD STORAGE)
SLEEVE
INV.=369.80
LEVEL BOTTOM
VAULT 369.30'
. . , . . . I... . -1 11" 4
. A 4
4 4 .4.
NDTE:
VAULT TO BE DESIGNED BY A STRUCTURAL
ENGINEER. 4. 0'
DETENTION VAULT SECTION
NO SCALE
DETENTION VAULT VOLUMES
STORM DESIGN AS -BUILT
WATER QUALITY 7,200 CF
10 YEAR 6,824 CF
100 YEAR 8,799 CF
INV.=373.00
2"SD IN
10,69'
v
CENTER OF GRATE
THRU CURB INLET
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ACCESS RISER
(SEE PLAN SHEET 5 FOR LOCATION)
10.82'
CONNECTION #9A
4
INV.=372.30
4 4
'14
z
0
120' INSIDE DIMENSION
41 1.
d4 .4
DETENTION VAULT DISCHARGE
STORM DESIGN AS -BUILT
10 YEAR 0.16 CFS
100 YEAR 0.43 CFS
DETENTION/WATER QUALITY
VAULT PLAN VIEW
NO SCALE
[4
- 0-
0 :2
4 R
8" D.I. SLEEVE
INV.=369.80
IQ
op 0
.4.
.4
4.0'
SUMP
4
4
STD. GALV. STL.
STEPS & LADDER
,,--ADJUSTMENT RINGS
AS NEEDED (TYP.)
-,--LIFT GATE ROD
OF 376.20
12" RISER PIPE
PIPE SUPPORTS(S)
3'xO.90GA. BOLT
IMBED 2" IN WALL @
MAX 3" SPACING MIN.
"_�ONE SUPPORT
372.30 F
WATERTIGHT 8"0
-SHEAR GATE ASSY.
RESTRICTOR PLATE
W/ ORIFICE 0= 1-7/8'
(SHARP EDGED
SHOP DRILLED)
RESTRICTOR SECTION
NO SCALE
NOTES
1. METAL PARTS - CORROSION RESISTANT GALV. PARTS -
ASPHALT TREATMENT 1.
2. IF METAL OUTLET PIPE CONNECTS TO CONCRETE PIPE,
OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE
PIPE I.D. LESS 1/4".
3. RESTRICTOR AND SHEAR GATE TO BE CONSTRUCTED TO
SNO. CO. STANDARDS. SEE DETAIL 9-180, 9-190 OF
SNO. CO. E.D.D.S.
4. DEPICTION OF ELEVATIONS, HEIGHTS, AND WIDTHS
RELATING TO THE VAULT ARE NECESSARY DESIGN
FEATURES, AND SHALL BE INCORPORATED INTO THE
VAULT. SEE STRUCTURAL PLANS FOR THE VAULT DESIGN.
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
r`CITY ENGINEER DATE
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JOB NO: 98-4519
NE1/4, NEI/4 SEC. 31 9TWP. 27 N qRGE. 4 E qW.M.
I
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1-0,1_,�402 7-5
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CONTOUR INTERVAL = 2'
Al.
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\CONCRETE VERTICAL Q1,11JIM—CITY OF EDMONDS. C/L
jSIDEWALK I I I.E. M/H #150 ELEVATION =370.30
Kv BASIS OF BEARINGS
P, tLA I Ur: Z�KLL I ON S LAKE MCALEER FIVE
E4TRUDED ACRE TRACTS (TRACT 15)
HANDICAP RAMP
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BIOFILTRATION SWALE
0 2.00% MIN.
TE
20'-12"SD
DATUM NOTE:
EDMONDS STORAGE (ENGLISH)
WDOT (HWY 99) (METRIC)
(I.E.=393.57ft. 119.961 m)
STA: 18+58.00
. ...........
END PROPOSED PAVEMENT
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W/ SOUD'LOCK12�1 LID
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70R=IT91. 99
6' CHAIN LINK FE CE, TYP.
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FOR ROCKERY DRAIN
W/ SOUD LOCKING UD
STA: 31+05.35; 21.76 LT.
CB #11 TYPE I
W�/VAN D GRATE
S A:30+69.9g.- 11.19 RT.
Dlvc,Lz�,_ IN r,-,j
6' 11-00oxoU7H
CB 610 TYPE 1 4'1110�0 E457-
6' 14100D
W/VANED GRATE
STA.3(1+09.99; 11.19 RT.(SOUTH)
C13 41 TYPE 1 Z
W/VANED G13ATlE
STA:18+ .33; 8.65 RT.
ORIPE111m r
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VEHICLE AND UTILITY
VEHICLE ACCESS
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JOB NO:98-4519
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1041E 1/4, NE 1/4 SEC. 31, TWP. 27 N., RGE. 4 E., W.M.
LEGAL DESCRIPTION:
THAT PORTION OF TRACTS 14 AND 15. SKELTON'S MC Al FER FIVE
ACRE TRACTS, ACCORDING TO THE PLAT THEREOF. RECORDED IN
VOLUME 6 OF PLATS, PAGE 21, RECORDS'OF SNOHOMISH , COUNTY,
BEGINNING AT THE SOUTHWEST CORNER OF SAID TRACT 15; AS SHOWN
ON THAT CERTAIN SURVEY RECORDED UNDER VOLUME 35 OF SURVEYS,
PAGES 219-220, RECORDS OF SAID COUNTY, THENCE NORTH 2*38*20"
WEST ALONG THE WEST LINE OF SAID TRACT 15 A DISTANCE OF
335.82 FEET, THENCE NORTH 66*08'50" WEST A DISTANCE OF
113.24 FEET TO THE EAST MARGIN OF SR-99; THENCE NORTH
23*51'10" EAST ALONG SAID MARGIN A DISTANCE OF 51.14 FEET;
THENCE SOUTH 59'03'41" EAST A DISTANCE OF 58.51 FEET, THENCE
SOUTH 60'29'03* EAST A DISTANCE OF 81.61 FEET. THENCE NORTH
87*23'01" EAST A DISTANCE OF 92.28 FEET, THENCE NORTH
02*36'59" WEST A DISTANCE OF 233.65 FEET TO THE BEGINNING OF
A CURVE TO THE LEFT HAVING A RADIUS OF 20.00 FEET, THENCE
NORTHERLY -ALONG SAID CURVE THROUGH A CENTRAL ANGI F OF
41*13'59" AN ARC DISTANCE OF 14.39 FEET TO A POINT OF
REVERSE CURVATURE AND THE BEGINNING OF A CURVE TO THE RIGHT
HAVING A RADIUS OF 44.00 FEET, THENCE NORTHERLY ALONG SAID
CURVE THROUGH A CENTRAL ANGLE OF 41*35'46" AN ARC DISTANCE
OF 31.94 FEET TO A POINT OF TANGENCY, THENCE NORTH 2*15*11"
WEST A DISTANCE OF 1.72 FEET TO THE SOUTH MARGIN OF 230TH
STREET SW, THENCE NORTH 87"44!49* EAST ALONG SAID MARGIN A
DISTANCE OF 116.58 FEET TO AN ANGLE POINT THEREON; THENCE
NORTH 2*36'58" WEST ALONG SAID MARGIN A DISTANCE OF 10.00
FEET TO AN ANGLE POINT THEREON; THENCE NORTH 8744!49* EAST
ALONG SAID MARGIN A DISTANCE 100.94 FEET TO THE EAST LINE OF
SAID TRACT 15; THENCE SOUTH 2*36'59" EAST ALONG SAID LINE A
DISTANCE OF 645.22 FEET TO THE SOUTHEAST CORNER OF SAID LOT;
THENCE SOUTH 87*48'17* WEST ALONG THE SOUTH LINE THEREOF A
DISTANCE OF 333.11 FEET TO THE POINT OF BEGINNING.
BASIS OF BEARINGS:
ROS A.F.# 9108085001 E. LINE
SEC. 31, TWP. 27N, R. 4E = NO2*3534"W
BENCH:SURVEY CONTROL DATABASE POINT ID# 44
3 1/2" BRASS DISK IN NW CORNER BUILDING #23423
SR 99
DATUM: NAVD 88
SITE BENCHMARK: TBM 1 MON IN CASE AT INT. SR
99 & 230TH ST SW
ELEVATION= 392.18"
TBM 2 PK NAIL LOCATED 231.59'SW X 1.12'W OF NW
PROPERTY CORNER
111110 T E S:
1. ALL LANES DESIGNATED ON THIS SHEET AS nFIRE LANE* SHALL HAVE A
VERTICAL CLEARANCE OF NO LESS THAN 13'-6m, AND SHALL BE STRIPED
NTH 4m YELLOW PERIMETER STRIPING AND IDENTIFIED NTH THE WORDS
"FIRE LANE - NO PARKING". LETTERS SHAH BE 12m HIGH WITH 1"
STROKE SPACED 50 LINEAL FEET ON ALTERNATING INSIDES OF LANE.
SIGNES MAY BE USED IN LIEU OF, OR IN ADDITION TO, PAVEMENT
PAINTING IF APPROVED BY THE CITY.
J74-
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v 10' R/W
NO2*36'58"W DEDICATION
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:7
now 333 1
13/000/000/0,1075772
M A P
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SCALE: I" = 50'
220TH ST SW
228TH ST SW
230TH ST SW
3:
SIT
;sw
2347H ST
n
2387H ST
TH ST SW
iE
LAKE
;t
BALLINGE
NILE
TEMPLE
GOLF
COURSE
2441
;W
VICINITY MAP
SCALE: 11" = 2000*
I'ml=
im a row I t 1 -0, m 1_7'' 1.,
APPLICANT/OWNER ...........................................
DENNIS CHIN
ARMADILLO SELF STORAGE
23031 HIGHWAY 99
EDMONDS, WA 98036
SURVEYOR/ENGINEER .......................................
GROUP FOUR.INC.
16030 JUANITA-WDNVLLE WY
BOTHELL, WA 98011
PHONE: (425) 775-4581
PROJ. MGR.: DAN ROUPE, P.L.S.
PROJ. ENG.: KEN McINTYRE, P.E.
PARCEL ACREAGE ............................................
5.16 ACRES
DEVELOPABLE ACREAGE ..................................
1.40 ACRES
EXISTING ZONING ..............................................
RM-2.4
WATER DISTRICT ..............................................
C17Y OF EDMONDS
SEWER DISTRICT ..............................................
CITY OF EDMONDS
FIRE DISTRICT ..................................................
CITY OF EDMONDS
POWER/GAS ......................................................
PUGET SOUND ENERGY
SHEET INDEX:
C1.01
COVER SHEET
C2.01
TESC & TRAFFIC CONTROL PLAN
C2.02
GRADING PLAN
C2.03
GRADING & TESC NOTES & DETAILS
C3.01
PAVING & DRAINAGE PLAN
C3.02
PAVING & DRAINAGE PROFILES
C3.03
DRAINAGE NOTES & DETAILS
C3.04
GENERAL NOTES & DETAILS
C4.01
WATER PLAN
CALL 48 HOURS
BEFORE YOU DIG
1-800-424-5555
"I'lu G I j
0UILD!';T':', DFURTAEN-i
6 '6 ' ;*
11-y --- E-.�DmONIDS
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
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CITY ENGINEER DATE
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TRUCK ROUTE:
ENTRANCE FROM HWY 99 ONLY
NO TRUCK EXIT TO HWY 99
----- - ----- -
AHEAD TYPE III TYP E III
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SCALE: 1"=50'
CONTOUR INTERVAL = 2'
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NOTES:
1. 230TH STREET S.W. SHALL ONLY BE CLOSED TEMPORARILY AS WORK
IS BEING PERFORMED. THE FULL ROADWAY SHALL BE OPEN AT THE
END OF EACH WORKDAY.
REGIONAL TRAFFIC CONTROL & TRUCK ROUTE
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EARTHWORK QUANTITIES
CUT= 7,400 C.Y.
FILL= 1,700 C.Y.
NET= 5,700 C.Y. (CUT)
NOTES:
1. RAW VOLUMES ARE CALCULATED WITHOUT ACCOUNTING FOR
SITE STRIPPING.'
2. RAW VOLUMES HAVE NOT BEEN ADJUSTED TO REFLECT
SHRINK OR SWELL FOR COMPACTION & EXPANSION AND
ARE VOLUMETRIC AREAS ONLY.
3. THE ABOVE QUANTITIES ARE ESTIMATES ONLY AND ARE
LISTED SOLELY FOR PERMITTING PROCESSES. THEY ARE
NOT TO BE USED FOR BIDDING PURPOSES.
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CITY of EDMONDS
APPROVED FOR CONSTRUCTION
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FILTER FABRIC
SECURED TO '� X
14 GA. WIRE FABRi\
EQUAL
21 X 2' WOOD OR
cu
EQUIVALENT
FILTER FABRIC MATERIAL IN
CONTIN13US ROLLS. USE STAPLES
PLACE 3/4'-1.5' WASHED GRAVEL IN OR WIRE RINGS TO ATTACH
THE TRENCH AND ON BOTH SIDES OF FABRIC TO WIRE.
FILTER FABRIC FENCE ON THE SURFACE.
R
UiWIRE MESH SUPPORT FEW
T SU
�u PPORT FILTER FABRIC
-11 7,11A
�j -CBURY BOTTOM OF FILTER
MATERIAL 8' TO 12'
6' MAX, -
%
2' X 2' WOOD POSTS OR
EQUIVALENT
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL.
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
Ty F.
VISIONS I _7 NDARD DETAIL
namFABEFOCE RUPAMNSYSM
I '' - - .1
DAn SCALE
4 7/24/01 NTS 1#" "0- Ell
FILTER FABRIC FENCE
6" MAX.
l' MIN
BERM AS REQD.
SLOPE - 0.5% MIN.
- 10.0% MAX.
NO SCALE
1.5' MIN. DEPTH
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NO SCALE
ENT
DRAIN ROCK
6" 0 PERFORATED
WALL DRAIN PIPE
(SHALL DRAIN TO
SANITARY SEWER)
CONIC. RETAINING WALL
POLYETHYLENE CAP
PROVIDE ADEQUATE CORRUGATED
PERFORATED POLYETHYLENE STRAPPING METAL RISER
DRAINAGE TUBING, DIAMETER MIN.
2" LARGER THAN DEWATERING
ORIFICE. TUBING SHALL COMPLY
WITH ASTM F667 AND AASHTO
M294
3. MIN. DEWATERING ORIFICE,
TACK __--SCHEDULE, 40 STEEL
WELD STUB MIN. 0 AS PER
CALCULA nONS
18" MIN.
CONCRETE BASE,
A. 1:1
2x RISER 0 MIN.
ALERNATIVELY, METAL
STAKES AND WIRE MAY
BE USED TO PREV ENT
FLOTATION
SEDIMENT CONTROL RISER
NO SCALE
IL
NO SCALE
SECTION
5'
TOP OF SWALE
FLOW LE FLOWLINE
I cSWA
0
00 7. 1�0 N evw-wlr4K
KEY ROCK INTO L6" MIN./ 1' MAX.
SWALE 3" MIN.- =INSPECTED DAILY CLEAN
WHEH DEBRIS EXCEEDS 1/2 DEPTH
ROCK TO BE 4" MINUS QUARRY SPALLS
TYPICAL CHECK DAM DETAIL
NO SCALE
RISER PIPE (PRINCIPAL
SPP-LWAY) OPEN AT TOP
WITH TRASH RACK
DEWATERING
1' MIN.�
DEMCE (SEE
7
- - -
RISER DETAIL)
L
PLACE FILTER I
AND GRATE. PLACE 7/8' WASHED GRAVEL
3-4 INCHES HIGH AROUND CATCH BASIN
TO FILTER WATER.
STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES <SEE DETAIL E1.1.1)
UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE,
THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING
CONTRUCTION PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTF
MEASURES BEFORE WORK CAN BEGIN.
"0: F". 0. M. "0- N-,-*
VD-S-::"!.
c
REVISIONS STANDARD DETAIL
By SATE
A GEBERT 10/6/03
70MOSMWTWFMCATMOM
DAU 7/24/0) SCME a" No' E
NTS 1.3
CATCH BASIN PROTECTION
NO SCALE
6' MIN. WIDTH CREST OF
TOP OF BERM EMERGENCY
SPILLWAY
EL.= 376.00
1' MIN. EMBANKMENT COMPACTED 95%
EL.= 375.00 PERVIOUS MATERIALS SUCH AS
GRAVEL OR CLEAN SAND SHALL
-------
NOT BE USED
330� ----
-------
-'N --------
-----------
---------- -
% OUTFALL
12" SD
TO CB #1
7 -7
WIRE -BACKED SILT FENCE CONd�LTE BASE
STAKED HABALES WRAPPED (SEE RISER DETAIL)
WITH FILTER FABRIC OR
EQUIVALENT DIVIDER
DEWATERING ORIFICE
SE.DIMENT OUTLET
DUST CONTROL MEASURES SHALL BE USED AS NECESSNRY TO PREVENT THE WIND
TRANSPORT OF DUST FROM DISTURBED SOIL SURFACES ONTO ROADWAYS,
DRAINAGE WAYS, AND I SURFACE WATERS. THE FOLLOWING MEASURES MAY BE
USED:
1. VEGETATE -OR MULCH AREAS THAT WILL NOT RECEPAE VEHICLE TRAFFIC. IN AREAS
WHERE PLANTING, MULCHING. OR PAVING IS IMPRACTICAL, APPLY GRAVEL OR
LANDSCAPING ROCK. 1
2. LIMIT DUST GENERATION BY CLEARING ONLY THOSE AREAS WHERE IMMEDIATE
ACTIVITY WILL TAKE PLACE, LEAVING THE REMAINING AREA(S) IN THE ORIGINAL
CONDITION, IF STABLE. MAINTAIN THE ORIGINAL GROUND COVER AS LONG AS
PRACTICAL.
3. SPRINKLE THE SITE WITH WATER UNTIL SURFACE IS WET. REPEAT AS NEEDED.
THE STABILIZED CONSTRUCTION ENTRANCE SHALL PREVENT MUD FROM BEING
CARRIED ONTO LOCAL STREETS.
4. SPRAY EXPOSED AREAS WITH A DUST PALLIATIVE (I.E. CALCIUM CHLORIDE OR
P.A.M.), FOLLOWING THE MANUFACTURER'S INSTRUCI`IONS AND CAUTIONS
REGARDING HANDLING AND APPLICATION. USED OIL IS PROHIBITED FROM USE AS
A DUST SUPPRESSANT. THE CONTRACTOR SHALL CONTACT THE CITY OF EDMONDS
TO DETERMINE THEIR PREFERRED DUST PALLIATIVE PRIOR TO USE.
&mG NOTES
GRAD114
1. ALL GRADING SHALL COMPLY NTH CURRENT CITY OF EDMONDS STANDARDS &
DETAILS.
2. ALL PERSONS ENGAGING IN DEVELOPMENT ACTIVITIES SHALL PREVENT OR MINIMIZE
EROSION AND SEDIMENTATION ON -SITE, AND SHALL PROTECT PROPERTIES AND
WATER COURSES DOWNSTREAM FROM THE SITE.
3. EXCESS EXCAVATION SHALL BE DISPOSED OF AT A PERMITTED SITE OR COMMERCIAL
TOPSOIL COMPANY.
NO SCALE
C 011"A'S T R U C T 10 NI'm SEQUE11MICE
1. HOLD A PRECONSTRUCTION CONFERENCE. CALL THE CITY OF EDMONDS
ENGINEERING INSPECTION LINE (425-771-0220, EXT. 1326) TO SET UP A
PRECONSTRUCTION MEE71NO AND TO CALL FOR INSPECTIONS 24 HOURS IN
ADVANCE.
2. CALL 1-800-424-5555 TO OBTAIN UTILITY LOCATES.
3. REVIEW ALL ESC NOTES.
4. FLAG OR FENCE CLEARING LIMITS.
5. INSTALL FILTER.FABRIC SOCKS AT EXISTING OFF -SITE CATCH BASINS AS INDICATED
ON PLANS.
6. GRADE AND INSTALL CONSTRUCTION ENTRANCE & INSTALL FILTER FABRIC FENCING.
7. CONSTRUCT DETENTION FACILITY. CONSTRUCT INTERCEPTOR SWALES TO CONVEY
FLOW TO THE DETENTION VAULT.
8. CLEAR & GRADE SITE WHILE CONSTANTLY MAINFAINING TESC ELEMENTS IN
CONFORMANCE WITH THE CITY OF EDMONDS STANDARDS. THE SITE SHALL BE
STABILIZED ACCORDING TO THE NOTES ON THIS SHEET ONCE FINISHED GRADE IS
OBTAINED, OR IF THE EXPOSED SOIL IS TO BE LEFT UNWORKED.
9. COMPLETE ALL U11LITIES INSTALLATION & FINAL PAVING.
10. FLUSH STORM DRAINAGE SYSTEM. THE VAULT INTERIOR SHALL BE
-WASHED AND VACTORED TO REMOVE: ALL SEDIMENT.
PRESSURE
11. STABILIZE SITE & REMOVE EROSION CONTROL E-EMENTS.
TESC NOTES
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE
ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS
SHALL BE STABILIZED NTH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE
TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A
ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH
DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND
BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS.
STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS
MANNER.
2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED
BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF
I I I ETATION,
PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND
MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE
STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL
REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30
AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30).
3. ESC MINIMUM REQUIREMENT - PROTEC11ON OF ADJACENT PROPERTIES. ADJACENT
PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE
OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING,
OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS.
4. ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL
BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE
CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND
REPAIR SHALL BE CONDUCTED IN ACCORDANCE NTH THE MANUAL.
5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER
APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE
APPLIED.
6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY
CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL
SPECIFICALLY ADDRESS THE FOLLOWING:
A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND
SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES;
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT
PONDS, OR OTHER ACCEPTABLE MEANS);,
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
E. DAILY CLEANUP AND STREET MAINTENANCE.
7. ADD11IONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW
DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF
GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM
REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED
BELOW.
8. ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE
FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS,
SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES.
9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE,
STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP,
OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES,
SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL
BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL 13E FUNCTIONAL
BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS
DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN
APPROVED TIMETABLE.
10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL
BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN
ADDITION, SLOPES SHALL BE. STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO.
2.
11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION. PROPERTIES AND
WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM
EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF
STORM WATER RUNOFF FROM THE PROJECT SITE.
12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS
AND OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE
DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION
FROM THE EXPECTED
VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE
DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS,
ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED
AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS.
13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM DRAIN
INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT
STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST
BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND
SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE
STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER
NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ONSITE. DISTURBED
SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED.
15. EROSION AND SEDIMENT. CONTROL REQUIREMENT - DEWATERING CONSTRUCTION SITES.
SEDIMENT TRAP OR SEDIMENT POND.
DEWATERING SYSTEMS SHALL DISCHARGE INTO A
16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTANTS OTHER
THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT
THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF
IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER.
17. EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY.
PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE
REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION
AND SEDIMENT CONTROL PLAN. [ORD. 3013 ? 1, 1995].
GENERAL NOTES
1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE NTH THE CITY OF EDMONDS
ENGINEERING DESIGN AND DEVELOPMENT STANDARDS, WASHINGTON STATE
DEPARTMENT OF TRANSPORTATION/AMERICAN PUBLIC WORKS ASSOCIATION 2004
STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, AND
THE CURRENT WSDOT HYDRAULICS MANUAL.
2. ALL WORK PERTAINING TO THIS PROJECT SHALL BE SUBJECT TO INSPECTION BY THE
CITY INSPECTOR OR DESIGNATED REPRESENTATIVE. PRIOR TO ANY SITE WORK, THE
CONTRACTOR SHALL ARRANGE FOR A PRECONSTRUCTION CONFERENCE WITH THE
CITY.
3. BEFORE PERFORMING ANY GRADING OR CLEARING, THE LIMITS OF ALL PROPOSED
CLEARING AND GRADING, SENSITIVE AND CRITICAL AREAS AND THEIR BUFFERS,
TREES TO BE RETAINED, AND DRAINAGE COURSES SHALL BE MARKED IN THE FIELD
AND VERIFIED BY THE CITY.
4. THE DEVELOPER IS RESPONSIBLE FOR STORMWATER QUALITY. A MONITORING
PROGRAM SHALL BE ESTABLISHED BY THE DEVELOPER.
5. TESC CONTROL FACILITIES SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR
EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY
EROSION /SEDI M ENTATI ON CONTROL PLAN. THESE FACILITIES MUST BE
SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING IS COMPLETED
AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED.
6. ENGINEERED AS-BUILTS SHALL BE REQUIRED PRIOR TO FINAL APPROVAL OF THE
DRAINAGE SYSTEM. FINAL APPROVAL IS REQUIRED FOR PERMANENT OCCUPANCY.
'71, 3-1
AUG 11
LlUiluwi�i Ull:ri, t I ��,Li, I
CITY OF
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
'0047
CITY ENGINEER DATE
dl
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AND SHALL REMAIN IN N87*44'49"E___��,R_
PLACE s 13 9
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N 4262.09 E 9665.70 (CTR STR)
N 4261.06 E 9665.75 (CTR GRT)
EX. rg TYRZ_ /. -
7-(21-= 977 4 4
1,-=-71'4.00 E'
RELOCATE EX.' CB
TO'NEW LOCATION
N'3967.82 E 9627..84
RIM= 377J±. (MATCH -GRADE)
IE= 373.91 -
;2.46 E 9673.70 (CTR STR)
1.67 E 9.673.73 (CTR GRT)
C%r% ^1 IT' A Klf%l 11r
D.15
0' ACCESS &
IILA11ON GRATE
4257.10 E 9665.93
VL x 19'W x 7.5D
rORMWATER DETENTION
TREATMENT VAULT
'AULT INLET
ROM SWIRL CHAMBER
4173.92 E 9685.84
LF-,l 2" SD
U1101 PWAUDCD
T.- N 4165.43 E 9686.23
FALL. N 4169.01 E 9677.06
LF"l 2" SD
N 4160- 3-&-a686.43 (CTR STR)
N 4160.97 E 9687.22 (CTR GRT)
N 4159.93 E 9664.57 (CTR STR)
N fl5g.97 E 9665.35 (CTR GRT)
E 2-48- W/ FLAT GRATE
N 4117.86 E 9688.40 (CTR STR)
N1 4117.89 E 9689.18 (CTR GRT)
STA. 51+90.33 (AISLE E)
N 4117.25 E 9675.00
5',5Z7XE1? EA5�_JIEIVT
REC NO. 1589,1.52,7
STA. 41+90.33 (AISLE D)
N 3983.39 E 9681.11
-TYPE 1 W/ FLAT GRATE
N'3.977.82 E 9695.57
C'11ANN,-Z (//V lY OUT /V)
6. SD. CLEANOUT
N, 3972.37 E 9702.97
IE=374.45'
Z_1r,c9 Trplf- /
TO-P=J75. dO
1Z_=J7JJ0 12'i?CP S/
SCALE: 1 "=20'
CONTOUR INTERVAL = 2'
2p 20 V1
j
NOTES:
1. A COORDINATE LISTING, OR EQUAL, OF THE PROVIDED
DRAINAGE STRUCTURE LOCATIONS IS AVAILABLE AT
GROUP FOUR, INC.
2. ALL NECESSARY OFF -SITE CONSTRUC11ON EASEMENTS
AND PERMITS SHALL BE OBTAINED PRIOR TO
COMMENCING CONSTRUCTION.
3. ALL GRATES TO BE FLAT UNLESS OTHERWISE NOTED.
4. ALL PIPE TO BE CONCRETE OR ULTRA RIB ASHTO M294
TYPE S.
5. ALL CATCH BASINS TO BE TYPE 1-C CATCH BASIN
INLET PRECAST PER A.P.W.A. STANDARD PLAN NO. 52
UNLESS OTHERWISE NOTED.
6. THE PROPOSED FIRE LANE SHALL BE DELINEATED AS
SHOWN ON THIS PLAN, WITH A 4" YELLOW STRIPE, AND
THE WORDS "FIRE LANE" PLACED EVERY 50'.
LETTERING SHALL BE A MINIMUM OF 12" HIGH, WITH A
STROKE WIDTH OF 2".
7 1 SUED
p,UG 112005
BUILDHAG DEPARCRAENI
CITY oF i'D�MONDS
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
TY ENGINEER
DATE
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INTERSECTI N
MM
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STA. 11+60.00,
0
AISLE
0
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JT89 I
CA
od
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387.30
M
STA. 50+5J.33
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o
c
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M
W
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387.48
0 41
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387.23
STA. 51+0
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1
0
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iq T;V
11 r
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H
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ELEV. 386.
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INTERSE63TION
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STA. 31+66.00,
AISLEI
J78 5
cn:s
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378.08
377.27
EDGE OF PIAVEMENT
STA. 52+06.66
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PROPER
LINE -
0 -T89 7
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EDGE OF_E�VEMENT
STA. 60+T
ELEV. 387.
M.
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387.25
INTERSEC11
)N
STA. 60+3
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0
M
rn;o
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7.14
00 (A
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GRADE EIR
AK
387.79
STA. 60+5'.33
co -a
rn
ELEV. = 3f
17.85
0
cn
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GRADE BREAK
STA. 60+71.33
CA
387.95
ELEV. = 318.05
GRADE BREAK
STA. 60+9'
' .33
ELEV. = 3
7.49
"Ing
387.26
1 INITERSE
INI
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0
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CD CO (A
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GRADE RE
AK
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ST-A. 61+lr'.33
ELEV. 386.
0
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377.35
STA. 61+75.33
INTERSEC11ON
STA. 61+90.33, AIS
--i z
STA. 33+05.00, Als E
J79 2
U�;
ELEV. 378.55
377.'24
0
z
EDGE OF P�14VEMENT
STA. 62+06.66
ELEV. 377.62
PRWI &-I � I I
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376.61
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AISFE C
A 30+32.00.
CA (A
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AISLE V
CA u
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179
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9
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377.33
STA. 31+5
FLEV- = 3
00
INTERSECII
N
STA. 31+6
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U Fn-
rn fn- M 0
T�
STA. 51 +9
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J82.7
ai
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7.17
377.26
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in
in
STA. 31+7$.00
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7.29
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01
IN11-'.RSEC11ON
STA.
AISLE 'C'
33+05.00,
STA.
61+90.33,
AISLE 'F'
ELEV.
= 377.14
AVEUENT-EDGE-
0,
5
0) cJ
P
01%
CA
n
STA.
ELEV.
33-t-21.33
377.91
rn
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EDGE OF P�VEMENT
ST& 40+20.00
El EV. = 317.85
JT88 I
387.61
INTERSEC11ON
29 0
STA. �0-+36.33,
AISLE
-pi
u-M
11
STA. 10+3
0, AISLE
(A
0
ELEV. = 3
9
-T85 8
co CA
$A
LTI
--\,,GRADE
EIR
387.75
C)//
-7 Rn
STA. 40+51.33
971 Iry
0 %.0
c:
11
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0
GRADE BREAK
J8-T 0
M
co
-
STA. 40+7'.33
ELEV -- 38B.00
387.96
0\2
GRADE BREAK
STA. 40+91.33
El FV. = 3f
17.80
J80 8
387.38
INTERSEC11ON
Fn- M M
11 11 Kai
�T-A. 41+0
0
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11
STA. 20+3
.00, AISLE
CA CA
OD OD CA
t
-p-
ELEV. = 387.22
GRADE BREAK
M
STA. 41+1
ELEV.
.33
6.60
J78 9
386.16
0 z
C I
M
J78 6
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fn o
381.91
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CA
t
ELE't U-
INTERSECn N
C; z
STA. 41+9 .33, AISLE
c: I
STA. 30+3 .00, AISLE
ELEV. = 3 .60
377.35
EDGE OF P
p VEMENT
STA. 42+00.66
ELEV. = 376.79
pionDERTY I WE
J78
L-4
STA. 42+2'.66
%M
%A
00
NO.
ILA
-1h,
(D
0
REVISION
DATE BY
M1
p
'rL*4§E 1/4 OF NE 114, SECE 31, TWP. 27 N3 RGE. 4 E.3 W.M.
91
!11111JIV,Aft.,
rAl'im-11
m W-A
3m
5'xlO' ACCESS &
VENTILATION GRATE
EMERGENCY
OVERFLOW OUTFALL
PRIMARY VAULT 4' x 20' PRECAST
OUTFALL LID PANEL (TYP)
-4- - --I - -1 - -I - - 4-�e - 4- - -4- - :�:+ - ---I - -
84'
(INSIDE DIMENSION)
PLAN VIEW
SCALE: 1"= 10'
5'xlO' ACCESS &
VENTILATION GRATE
m
24"0 ACCESS
RISER
2)
z
0
V)
z
ui
U)
z
Sl!�111�Nlll ROBINS
'o!m
VAULT CEILING - EL
375.00
x 6012 wo [01w 46 ON
791*55,5101wilocow, '01010, 01 10.1010-0 com 0101
"0' OR
-
7
4' LIVE STORAGE
TOP OF PERMANENT POOL -
EL 370.00
...........
TOP OF SEDIMENT STORAGE
EL 366.50
- ---------
SECTION A
SCALE: 1"= 10'
1. PIPES,
A. ALL STORM SEWER PIPE SHALL CONFORM WITH APPLICABLE CITY
STANDARDS FOR MATERIALS AND INSTALLATION.
B. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR IF IN THE
OPINION OF THE CITY, THE EXISTING FOUNDATION IS
UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE
AND BACK FILLED WITH COMPACTED GRAVEL MATERIAL TO SUPPORT
THE PIPE.
2. CATCH BASINS AND MANHOLES.
A. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE NOTED.
B. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE
SHALL BE A TYPE 11 CB OR LARGER (MANHOLE).
C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL
MANHOLE, INLET, AND CATCH BASIN FRAMES AND GRATES JUST
PRIOR TO POURING OF CURBS AND PAVING.
D. ALL CATCH BASINS, FRAMES, AND GRATES SHALL CONFORM WITH
APPLICABLE CITY STANDARDS FOR MATERIALS ANIJ INSTALLATION.
F. ALL TYPE 11 CATCH BASIN MANHOLES, INLET, AND CATCH BASINS
SHALL HAVE LOCKING LIDS.
G. STANDARD POLYPROPYLENE LADDER STEPS SHALL BE PROVIDED IN
ALL CATCH BASINS AND MANHOLES EXCEEDING 5 FEET IN DEPTH.
H. ALL CATCH BASIN RIMS SHALL BE VANED GRATES UNLESS OTHERWISE
NOTED.
3. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPES
AND CATCH BASINS SHALL BE FLUSHED AND CLEANED PRIOR TO CITY
�ACCEPTANCE.
4. LOCATIONS OF EXISTING UTILITIES AND IMPROVEMENTS SHOWN ARE
APPROXIMATE ONLY AND IT SHALL BE THE RESPONSIBILITY OF THE
.CONTRACTOR TO DETERMINE THE EXACT LOCATION(S) OF ALL UTILITIES AND
IMPROVEMENTS TO AVOID DAMAGE OR DISTURBANCE.
5. FOR AID IN UTILITY LOCATION CALL 1-800-424-5555 PRIOR TO
COMMENCEMENT OF CONSTRUCTION ACTIVITY.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS
FOR ROAD AND UTILITY CONSTRUCTION.
DETENTION VAILT
PIPE SPECIFICATIONS
PLACEMENT REQUIREMENTS FOR CULVERTS AND STORM SEWER INSTALLATION
SHALL BE AS INDICATED IN THE WSDOT/APWA SPECIFICATIONS SECTIONS 7-02
AND 7.04, RESPECTIVELY, AND AASHTO SPECIFICATIONS. PIPE MATERIALS
SHALL COMPLY NTH SECTION 9-05 OF THE WSDOT/APWA SPECIFICATIONS
WITH THE FOLLOWING CLARIFICATIONS:
1. DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE PIPE,
MEETING THE REQUIREMENTS OF AASHTO M 252 IN 8 INCH SIZE AND
AASHTO M 294S IN SIZES 12" THROUGH 36", IS AN ACCEPTABLE
ALTERNATIVE FOR SCHEDULE A CULVERT PIPE, AS SHOWN ON
WSDOT/APWA STANDARD PLAN B-17 AND FOR STORM SEWERS IN
ACCORDANCE WITH THESE STANDARDS. THE ENDS OF THE PIPE SHALL BE
BEVELED TO MATCH THE SLOPE. CORRUGATED POLYETHYLENE PIPE
SHALL NOT BE USED WHEN BEVELED SLOPES ARE FLATTER THAN 4:1.
FOR ANY PIPE LENGTH SECTION THAT IS TO BE BEVELED ON THE END,
THE MINIMUM LENGTH OF THE UNBEVELED POR11ON OF THE PIPE SHALL
BE 6 FEET. THE PIPE SHALL BE INSTALLED IN A DESIGN A TRENCH AS
SHOWN ON STANDARD DRAWING 9-210. FOR BURIAL DEPTHS
EXCEEDING 15 FEET, THE PIPE SHALL BE INSTALLED IN ACCORDANCE
NTH THE MANUFACTURER'S RECOMMENDATIONS AND THESE STANDARDS.
2. GALVANIZED CORRUGATED STEEL PIPE SHALL HAVE ASPHALT COATING
TREATMENT 1 AS SPECIFIED IN WSDOT/APWA SPECIFICATION SECTION
9-05.4(3). ALUMINIZED STEEL PIPE MAY BE USED WITHOUT TREATMENT
1.
3. PWRIB SEAMLESS GRAVITY SEWER PIPE AND FITTINGS CONFORMING TO
ASTM F794 AND UNI-B-9 FOR 8"-15" DIAMETER;. ULTRA -RIB PVC
STORM SEWER PIPE CONFORMING TO ASTM F794 & UNI-B-9 FOR
8"-24" DIAMETER; AND ULTRA-CORR PVC SEWER AND DRAIN PIPE
CONFORMING TO ASTM F949 AND ASTIVI F794.
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "SD":
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
-REINFORCED CONCRETE PIPE.
-GALVANIZED CORRUGATED IRON OR STEEL PIPE (SEE NOTE 3).
-GALVANIZED STEEL SPIRAL RIB PIPE, TREATMENT 1 THROUGH 6.
-CORRUGATED ALUMINUM PIPE.
-ALUMINUM SPIRAL RIB PIPE.
-ALUMINIZED TYPE 2 CORRUGATED STEEL (MEETS AASHTO TREATMENT
M274 AND M56).
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) - SMOOTH
INTERIOR (SEE NOTE 1).
-POLYVINYL CHLORIDE (PVC) SEWER PIPE.
-HIGH DENSITY POLYETHYLENE PIPE (HDPP).
-PVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR
(SEE NOTE 4).
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "CP":
-DUCTILE IRON (WATER SUPPLY, CLASS 50 'OR 52).
-REINFORCED CONCRETE PIPE.
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) - SMOOTH
INTERIOR (SEE NOTE 1).
-POLYVINYL CHLORIDE (PVC) SEWER PIPE.
-HIGH DENSITY POLYETHYLENE PIPE (HDPP).
-PVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR (SEE
NOTE 4).
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "RCP":
-REINFORCED CONCRETE PIPE.
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
4. SAND COLLARS ARE REQUIRED ON PVC PENETRATIONS TO CATCH BASINS.
SECTION B
SCALE: 1"= 10'
ROUND MANHOLE COVER MARKED
"DRAIN" WITH LOCKING BOLTS. -
RIM= 378.04
POLYPROPYLENE
STEPS & LADDER -
--6" MIN.
SEE NOTE 3. PIPE
OF= 374.00
SUPPORTS
3"x.075" STEEL.
LIFT GATE
6" ELBOW EL.= 372.60
ROD
ORIFICE 0= 4-7/8"
(SEE BELOW)
12" RISER
0
PIPE
1' MIN.
121)
12"
IE= 370.00
METAL PIPE
(SEE NOTE 4).--/
z
CLEANOUT SHEAR
04
GATES 8" DIAMETER
J>
MIN.
z
RESTRICTOR PLATE
W/ ORIFICE 0= 1.25"
O.C.(SHARP EDGED
SHOP DRILLED)
6" MAX.
SECTION
NO SCALE'
REMOVABLE WATER-
TIGHT COUPLING
-PLATE W/ORIFICE
AS SPEC.
ELBOW DETAIL
NO SCALE
CB #3 - FLOW
ONTRO �ST �RU _CT�l J R E
TYP E 2 _ 5
ROUND MANHOLE COVER MARKED
"DRAIN" WITH LOCKING BOLTS.
CONTROL STRUCTURE &
RIM= 378.04
OVERFLOW STANDPIPE NOTES
1. EXCEPT AS SHOWN OR NOTED, UNITS SHALL BE CONSTRUCTED IN ACCORDANCE NTH THE
FREEBOARD REQUIREMENTS FOR CATCHBASIN TYPE 2 54" MINIMUM DIAMEITR.
N.
POLYPROPYLENE 2. FOR DETAILS SHOWING GRADE RING, LADDER, STEPS, HANDHOLDS AND TOP SLABS, SEE STD
STEPS & LADDER- DWG 5-120, CATCHBASIN DETAILS.
3. THE RESTRICTOR/SEPARATOR AND PIPE SUPPORTS SHALL BE OF THE SAME MATERIAL AND
SEE NOTE 3. PIPE 12" OPEN RISER
_J ... . ... SHALL BE FABRICATED FROM 0.060" ALUMINUM OR 0.064" ALUMINIZED STEEL OR 0.064"
SUPPORTS ELEV. 374.00 GALVANIZED STEEL PIPE IN ACCORDANCE NTH AASHTO M 36, M 196, M197 AND M274.
3"x.075" STEEL GALVANIZED STEEL SHALL HAVE TREATMENT 1.
4. OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE WTH A STANDARD COUPLING
LIFT GATE BAND FOR CORRUGATED METAL PIPE OR GROUTED INTO THE BELL OF CONCRETE PIPE.
ROD 5. THE VERTICAL RISER STEM OF THE RESTRICTOR/SEPARATOR SHALL BE THE SAME DIAMETER
AS THE HORIZONTAL OUTLET PIPE WITH A 8" MINIMUM SIZE.
6. FRAME AND LADDER OR STEPS TO BE OFFSET SO THAT (1) CLEANOUT GATE IS VISIBLE
12" RISER FROM TOP. (2) CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE. (3)
PIPE FRAME IS CLEAR OF CURB (IF ANY EXIST).
1 MIN 7. MULTI -ORIFICE ELBOWS MAY BE LOCATED AS SHOWN ON ONE SIDE OF RISER TO ASSURE
LADDER CLEARANCE. SIZE OF ELBOWS TO BE DETERMINED BY THE ENGINEER.
8. RESTRICTOR PLATE WITH ORIFICE AS SPECIFIED IN THE PLANS. OMIT PLATE IF ONLY FOR
12" POLLUTION CONTROL. SPECIFIED OPENING TO BE CUT ROUND AND SMOOTH.
IE= 370.05 9. CLEANOUT GATE/SHEAR GATE
ALUMINUM ALLOY PER ASTM B26-ZG32A OR CAST IRON ASTM A48 CLASS 30B AS
METAL PIPE REQUIRED. LIFT HANDLE EITHER SOLID OR TUBING WITH A)JUSTABLE HOOK AS
(SEE NOTE 4).- REQUIRED. NEOPRENE RUBBER GASKETS REQUIRED BETWEEN, FLANGES.
10. ALTERNATE CLEANOUT GATES/SHEAR GATES TO THE DESIGN SHOWN ON STD DWG 5-250
ARE ACCEPTABLE PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A
SIX BOLT, 10 3/8- BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. 5/8"
DIAMETER STAINLESS STEEL EXPANSION BOLTS SHALL BE USED.
11. RESTRICTOR TEES MAY BE FABRICATED (EXTRUSION WELDED) FROM DOUBLE WALLED
(SMOOTH INTERIOR) CORRUGATED POLYETHYLENE PIPE MEETINC: THE REQUIREMENTS OF
SECTION 5-04.H OF THESE STANDARDS. PIPE SUPPORTS FOR RESTRICTOR SHALL BE
FABRICATED FROM THOSE MATERIALS LISTED IN NOTE 3 ABOVE. THE OUTLET SHALL BE
CONNECTED TO CULVERT OR SEWER PIPE WITH A PREMIUM CO�JPLING, BY USING A HEAT
SHRINK ADAPTER TO OTHER TYPES OF PIPE, OR BY FABRICATING A SMOOTH OR TAPERED
SECTION OUTLET TO SLIP INSIDE OF THE CULVERT OR SEWER PIPE.
NO SCALE WSDOT/APWA PLAN B-3
CB #2 - Ehn"ERGENCY
OVERFLOW RISER
150
a-Millellimm, FPPZI I
PLAN -QF
SCALE: 1 "= 2'
t7u
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AUG 11 2�66
GUILL)wcn DF,`ArITMr_N7
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CITY of EDMONDS
APPROVED FOR CONSTRUCTION
CITY ENGINEER DATE
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INIE1/40FNEI/4, SEC. 31,:TWP. 27N, RGE. 4E., W.M.
GENERAL 140TES
1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE CITY OF EDMONDS
ENGINEERING DESIGN AND DEVELOPMENT STANDARDS, WASHINGTON STATE
DEPARTMENT OF TRANSPORTATION/AM ERI CAN PUBLIC WORKS ASSOCIATION 2004
STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, AND
THE CURRENT WSDOT HYDRAULICS MANUAL.
2. ALL WORK PERTAINING TO THIS PROJECT SHALL BE SUBJECT TO INSPECTION BY THE
CITY INSPECTOR OR DESIGNATED REPRESENTATIVE. PRIOR TO ANY SITE WORK, THE
CONTRACTOR SHALL ARRANGE FOR A PRECONSTRUCTION CONFERENCE NTH THE
CITY.
3. BEFORE PERFORMING ANY GRADING OR CLEARING, THE LIMITS OF ALL PROPOSED
CLEARING AND GRADING, SENSITIVE AND CRITICAL AREAS AND THEIR BUFFERS,
TREES TO BE RETAINED, AND DRAINAGE COURSES SHALL BE MARKED IN THE FIELD
AND VERIFIED BY THE CITY.
4. THE DEVELOPER IS RESPONSIBLE FOR STORMWATER QUALITY. A MONITORING
PROGRAM SHALL BE ESTABLISHED BY THE DEVELOPER.
5. TESC CONTROL FACII-111ES SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR
EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY
EROSION/SEDIMENTATiON CONTROL PLAN. THESE FACILITIES MUST BE
SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING IS COMPLETED
AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED.
15' (AISLES A,C & F) Q_
1 15' (AISLES A,C & F)
12' (AISLES B & E) 12' (AISLES B & E)
10' (AISLES D) 10' (AISLES D)
2%
0 1 1
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-2"- 5/8" CSTC
4" - 1-1 /4" CSBC
APPROVED SUBGRADE
EL I
INVERTED PAVING SECTION
NO SCALE
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NO SCALE
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REVISIONS STANDARD D ETAI L
'm� BY DATE DOUBLE CHECK DETECTOR ASSEMBLY (DCDA) PROFILE
D. GEBERT 6/16/03
MERCIAL MULTI -FAMILY)
D. GEBERT 10/6/03 SCALE
DATE 7/24/01 NTS IDWG "0. 157.111
DOUBLE CHECK DETECTOR ASSEMBLY
(SECTION VIEW) . NO SCALE
DEPTH OF ASPHALT CONCRETE PATCH SHALL
MATCH EXISTING PAVEMENT DEPTH ON MAJOR ARTERIAL
ROADS. ALL OTHER ROADS SHALL BE A MINIMUM
OF 3' AS DETERMINED BY THE CITY'S REPRESENTATIVE
FINAL JOINT SHALL BE SAW CUT AND ALL
EXPOSED EDGES SHALL BE TACKED NEATLY WITH
AR-4000W.
EXISTING ACP (SEE NOTE #3)
®r//
`4
4
REFER TO THE CITY OF EDMONDS
MODIFICATION TO SECTION 9 OF
WSDOT'S STANDARD SPECIFCATIONS
6" MIN DEPTH FOR BACKFILL MATERIAL GRADATION,
.1-1/4" MINUS IMPORT OR NATIVE MATERIAL.
CRUSHED ROCK SHALL BE COMPACTEDTO 95%
MAXIMUM DENSITY.
(SEE NOTE #2)
NOTES,
1. SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 (IF THE CURRENT WSDOT
STANDARD SPECFICATIONS FOR BACKFILLING REQUIREMENTS.
2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANY
DOCUMENTING BACKFILL MEETS A MINIMUM 95% DENSITY PER ASTM D 1557,
3. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH
CRS-1 OR CRS-2 SEALANT,
N-0
I ION STANDARD DETAIL
OPPROVEMPYy I - - DATE TYPICAL ACP AND UTILITY PATCH
DATE 7/24/01 SCALE NTS wa NO. E2.3
ACP AND UTILITY PATCH
NO SCALE
CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR.
ACCESSIBLE RAMP SHALL BE POURED SEPARATELY
FRDM CURB AND GUTTER. I
SAW Cul UK Kt_MUvr_
REMOVE AND REPLACE TO NEAREST JOINT
CURB AND GUTTER�_
----------
LL L I EXIST S' SIDEWALK
LLLL'
_L_LL LLLI
LL
Q0 L 1/2' EXPANSION JOINT
w L
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_L_LLL L
I LLLI L
I I I I I-L TRACTION GRID
SIDE RAMP I SEE RAMP DETAIL
142 (TYPICAL DWG# E2.25
6' CONC. CURBING SHALL EXTEND TO
tMMLLLLL THE LIMITS OF THE SIDE SLOPE AND
SHALL MATCH THE TOP OF THE SIDEWALK
EXIST 5' SAW CUT AS REQUIRED
SIDEWALK
NOTEt
1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING CURB,
GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT
NEW RAMPS TO MATCH ADJACENT SURFACES.
2,ALL CONCRETE SURFACES SHALL HAVE A BROOM FINISH,
3. CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS,
N
E-D M''
...'VE)
REVISIONS STANDARD DETAIL
ApmVm By DATE
D. GEPERT 10/6/03 CURB RAMP TYPE 5
DATE 7/24/01 SC ALE NTS = N 0' E 2.18
A
An
NO SCALE
1/4' RAKE PER FOOT FROM
GROUND LEVEL
STORZ ADAPTER
kD
z
TRAFFIC SAFETY FEATURE, -
BREAK OFF FLANGE, NUTS-\
�u
AND BOLTS, > -ACP
,--SIDEWALK
A C UR E
t
3' x 3' x 3,5' THIC CAST IR13N ADJUSTABLE
CONCRETE PAD AROUND HYDRANT VALVE BOX
WEDGE VALVE
RESTRAINED JOINTS TEE WIH FLANGED
OR TIE RODS CONNEC7ION FOR
HYDRAN" VALVE
18'xlS'x4'
CONC. BLK. FLANGED ONNECTION
UNDISTURBED EARTH HYDRANT COI I PIPE TO
1/2 CY WASHED 1-1/2' MINUS ROCK BE DUCTILE IRON CLASS 52. ANY
WITH FABRIC CLOTH ABOVE INTERMEDIATE JOINTS TO BE
RESTRAINED
THRUST BLOCK
N 0 T E S
1.
HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS
APPROVED MATERIAL LISTINGS.
2.
HYDRANTS SET-IN CONCRETE REQUIRES AN EXPANSION STRIP AROUND HYDRANT
BARREL. IN ADDITION, THE INSTALLATION OF THE HYDRANT ON PRIVATE
PROPERTY SHALL EQUAL OR EXCEED STANDARDS SET FORTH FOR THE INSTALLATION
OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMONDS.
3.
PROVIDE FOR VEHICULAR TRAFFIC PROTECTION.
4.
ALL HYDRANTS SHALL BE PROVIDED WITH (2) 2-1/2' HOSE NOZZLES AND
(1) 4-1/2' NST PUMPER NOZZLE WITH 4' STORZ QUICK COUPLING ADAPTER.
S.
STEAMER PORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE ACCESS.
6.
THREE FOOT MINIMUM CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT
WHEN PLACING LANDSCAPING OR ROCKERIES (ETC),
7.
FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW
B.
CONSTRUCT 3' X 3' X 3.5' THICK CONCRETE PAD AROUND HYDRANT PIPE,
R FrV I S I Q N'S STANDARD
DETAIL
Apmv0 SY DATE__�
A GEBERT 6/16/03 - FIRE HYDRANT ASSEMBLY
I DATE SCALE NTS
'ago-1990 1 1 7/24/01 1
JDWG NO. E.7.1
1111210��Q � 1�� 1 11, 1''! 111''ill I I 12�
VARIES PEF
CODE
m N
�LACE 1' WIDE TACTILE A
V BEHIND START OF RAMP
NO SCALE
CONCRETE CURB AND 1GUT"ER
OR 16' VERTICAL CURB cra MATCH
EXISTING CURBING) SHALL. EXTEND
TO END OF RADIUS.
EXTRUDED CURB SHALL'S',ART
AT END OF RADIUS
TRANSITION SLOPE SHALL
BE 1112 (TYP)
TYPE I CURB RAMP
L13NG RAMP MIN,
(SEE DEThIL E-2,14)
/1yxN
CONCRETE CURB AND GUTTER
PLACE FULL DEPTH EXPANSION JOINT
/BjETWEEN C/G AND HIGH TRAFFIC LOAD GUTTER,
IF WING AND C/G ARE NOT POURED AS ONE UNIT
CURB/GUTTER AND WING FOR HIGH TRAFFIC
LOAD GUTTER MAY BE POURED AS EINE UNIT.
FULL DEPTH EXPANSION JOINTS SHALL BE FLACED
IF WIDTH OF OPENING EXCEEDS 15'.
E D. MC -* N.''D
REVISIONS STANDARD DETAIL
semm BY IMTE
D. GEBERT 10/6/03 HM 11RAM UM MVEWAY ACM
MM AMT DRAWk APMMQ
DATE 7/N/01 1 WALE NTS I DWG NO. EZ27
COKAMERCIAL DRIVEWAY ENTRANCE
own
NO SCALE
REFER 70 CHARr
4' HOSE CON
OfflION STORZ FITTING
F
(AS RE ly FIV DEPq)
In Q i I I I 1 11
z pl.
-n (mami_Lw. HATCH) I ADDER PER APWA STD PLAN J41
AUGN WITH HATCH. FROM THE MOON
EXTERIOR PLAN VIEW
GENERAL NOTES:
1. ACCESSES BY L.W. HATCH: TYPE 'D' ( HD-10 PEDESTRIAN LOAD; H-30 TRAFFIC LOAD)
WITH SIDE OUTLET GUTTER DRAIN.
VAULT COVER GUTTER DRAJN SHALL CONNECT TO A DRY WELL OR CATCH BASIN. SENSOR SR2 WM -'0'
ff
U.fr/Wr' M==IN A
3. DCDA MUST BE TESTED BY A CERTIFIED BACKFLOW ASSEMBLY TESTER. . MR EM METER RrMN(L
4. . ALL TEST COCKS MUST BE PROVIDED WITH PCV PLUGS. INDOOR VERTICAL INSTALLATION
5. A CITY APPROVED VALVE IS REQUIRED BETWEEN THE SUPPLY MAIN AND ME VAULT.
VAULT SIZES
METER SIZE
AND TYPE
APPROXIMATE EQUIP
DIMENSIONS
MINIMUM INSIDE VAULT
DIMENSIONS
(EXCLUDES SIAMESE CONNECTION)
A
B
C
D
LENGTH
WIDTH
HEIGHT
4" X 3/4'
2'-g'
V-1-
0' 6"
4'-3"
1 O'_O"
58-0.
7'-0'
6- X 3/4"
3'-g'
V-2-
0'-8'
5'-6"
ill-O.
60-0-
7J-Ou
8" X 3/4"
41-5-
1 l-4"
0'-9'
6#-4"
12'-0"
61-0"
7'-0"
10" X 1"
6'-0"
V-8"
0'-11 -
8'-6-
14'-6-
7'-0"
7'-0'
-'N
T. Y
REV15IONS
APPMM SY ELATE STANDARD DETAIL
D. GEBERT 6/16/03 DOUBLE CHECK DMCM ASMBLY (DCDA) PW
(COMMERCIAL/MULTI-FAMY)
D. GEBERT 10/6/03 DATE SCALE awa NO.
.99 c I- 19 9 10 7/24/01 NTS E7.8
DOUBLE CHECK DETECTOR ASSEMBLY
(PLAN VIEW)
NO SCALE
�E'17_1i' �' 11 L�
� Ll_� 1 U �`�
AUG 11. '2005
c1rrY or El)"'AiNDS
CITY of EDMONDS
CALL 48 HOURS APPROVED FOR CONSTRUCTION
3EFORE YOU DIG
ar
1-800-424-565 CITY ENGINEER DATE
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BUILDING #8
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SIZE TO BE DETERMINED
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BUILDING #5
APPROX. 1" WATER LINE
LOCATION. CONTRACTOR BUILDING #6
SHAH FIELD VERIFY
PRIOR TO DIGGING.
EXISTING METER &
g
HOSE BIB SHALL BE
RELOCATED AS SHOW
1XI
----------------
APPROX.1" WATER LINE
LOCATION. CONTRACTOR
APPROX. WATER Ll�
SHALL FIELD VERIFY
rOR
LOCATION. CONTRAC' ;!4
0
PRIOR TO DIGGING.
SHALL FIELD VERIFY �x
'RIOR TO DIGGING
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2-8- GATE VALVE (FLxMi)
2—LONG BODY SLEEVES
1-6- GATE VALVE (FLxMi)
.,I—CONC. BLOCKING
D.I. SPOOL (LENGTH AS NECESSARY)
SD
INSTALL -
INSTALL:
N 4293.91 E 9664.53
1-6* DOUBLE CHECK DETECTOR
ASSEMBLY IN BOX (Mi)
1-6* POST INDICATOR VALVE (Mi)
INS I AW.
15LF-6" CL52 D.I. PIPE
TALL:
—1 �S4 2 �;9. 2 6�E =�9 6 8 �5,0 3
N
1-6* TEE (MJ)
1—FIRE HYDRANT ASSEMBLY
1-6* D.I. SPOOL (LENGTH AS REQ'D.)
I —CONCRETE BLOCKING
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CONTOUR INTERVAL - 2'
20 210 40
MENIN ggm
AU'LG 112005
, I UP-MNC' DEPARTMEN-f
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
ENGINEER
3
DATE
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BUILDN"M DEPARTIMENT
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STREET FILE
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TYP WALL
REINF
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DIAG. AS
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FOR EACH GROUP OF VERTICAL Cq
BARS CUT @ OPENING ADD ONE
EA. SIDE OF OPENING.
VERTICAL BAR FULL HEIGHT
TYP PIPE PENETRATION DETAIL_
SCALE N/A
ROUND SOLID
LOCKING LID
-V-
41-011
IT
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#5 x241lx241
CORNER BARS TO
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FOOTINGS ARE NOT
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TYP LID SECTION @ MANHOLE
SCALE 3/411-4-011
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2411 DIA
OPENING
SEE 3/91
12-111 THICK
CAST IN PLAC9-J 11-611 611 f5x
SECTION SHOWN
HATCHED IN EA. OF 2 PLANK VOIDS
ON EA. SIDE OF OPNG.
TYP LID REINF @ MANHOLE
KNEEWALL 5x1O OPNG
4
3 X 2411 @ 1211o/c
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HORZ. & VERT.
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6
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PLANK MFOR.
........................ ..................
....................... .......................
.... ...........
...... .... ... ......
.......... .. .. ....... ..............
....................... ............
CONT.
BACKER ROD
IF REQ'D.
PLA NK JOINT DETAIL
SCALE 1114-so"
GRATE COVER &
SUPPORT ANGLE BY
GRATE MFGR.
811 THICK CURB w/ 13)-#5
HORZ AS SHOWN.
VAULT LID* PLAN.
SCALE 1/811 -- 11-011
NAULT FOUNDATION PLAN
SCALE 1/811 -- 11-011
..................
�ZMW
HATCHED ZONE
REPRESENTS
12-1/2" THICK
CLOSURE POUR AT
EXTEND
........
PERIMETER OF
VERTICAL
THE VAULT
WALL REINF
VAULT
INTERIOR
INTO CURB
BRG, WALL.
CURB @ 5x`10 GRATED OPNG.
SCALE 1114-011
I
VAULT
PERIMTER
WALL
GRATE COVER&
SUPPORT ANGLE BY
GRATEMPGR.
811 THICK CURB (*#5 HORZ
AS SHOWN.
HATCHED ZONE
—REPRESENTS 12-1/211 THICK
CLOSURE POUR AT
PERIMETER OF THE VAULT
. - rEXTEND VERT. REINF
INTO CURB AS SHOWN,
7'� CURB @ 5x10 GRATED OPNG
61 J SCALE 111=11-011
[a
741
PLAN KEYNOTESV,�
:3
1. 4" THICK CONCRETE SLAB ON GRADE REINF 0.
WITH 6442,9xW2,9. PLACE ALL REINF AT
MID -DEPTH OF THE SLAB. CAST GRADE SLAB
IN A SINGLE POUR, 3 LU
2. 1011 THICK CONCRETE WALLS TYPICAL AT THE
PERIMETtR OF THE VAULT. SEE WALL
C)
ADDED
SECTIM FOR REINFORCING. PROVIDE
REINF AT PIPE PENETRATIONS AS SHOWN IN
1/61. PROVIDE REINF. 0 ALL WALL CORNERS
CAI uj
AS SHOWN IN 2/S1. CL
!9 C co
0 UJ
2A. 811 THICK CONCRETE WALL. SEE WALL Wn
S TI � 0 R
ECTIONS FOR REINFORCING, PROVIDE R?EINF,
LL W L CO E �LW 1�1.
0 ALL- WALL CORNERS AS SHOWN IN 2/61. to til)
C4 (I
3. THICKENVV SLAB FOOTINGS TO BE CAST
WITH TH� GRADE SLAB. SEE SCHEDULE.FOR 40 C1, C, Co
REINF. ---
4. ACCESS HATCH OR INLET GRATE ABOVE.
IL
5. PIPE INLfT OR OUTLET TO VAULT. SEE CIVIL
DWGS FOR PIPE DIAMETER & INVERT
ELEVATION. SEE 1/51 FOR WALL REINF
PENETRATION, .9
6. 12-1/211 T41ICK PRECAST HOLLOW CORE PLANK.
SEE DESIGN CRITERIA NOTES ON S2 FOR x
PLANK LOADING REQUIRMENTS.
IN 0
7. 2411 DIAMETER OPENING TO ACCEPT 2411
DIAMETER RISERS, GALV. LADDER, RING AND
LOCKING'MANHOLE COVER PER CIVIL
DRAWINGS, SEE 3/S1.
8. POUR BLOTS IN TOP OF PLANK,
in <
MANUFACTURER TO PROVIDE A MINIMUM OF 2
SLOTS @ EACH END OF EA. PLANK, PLANK
MANUFACTURER MAY REQUIRE GROUTING OF
ADDITIONAL CELLS BEYOND THE MINIMUM OF
2. THE OENERAL CONTRACTOR SHALL INCLUDE
GROUTINO OF THESE ADDITIONAL CELLS IN
HIS BID.
9. PROVIDE BLOCKOUTS IN THE EDGE CELL OF
PLANK PARALLEL TO THE PERIMETER VAULT
20744
WALLS. LOCATE BLOCKOUTS APPROXIMATELY V
AS SHOWN ON THIS PLAN.
10. 51-011x101t011 OPENING w/ OPEN METAL GRATE EXPIRS 9/2/2006
COVER. GRATE TO BE DESIGNED BY GRATE
MANUFACTURE.
ABOV R491N! BOT`-0M 00 VAULT
ITOP OF GRXDE SLAB)
ITOV INSIDE TOP OF VAULT LID
(TOP OF CO.NCRETE WALLS)
CIP CONCRETE WALL
CONCRETE SPREAD FOOTING
CIP CONCRETE EDGE POUR OR ACCESSS
HATCH INFILL
CONCRETE CURB EXTENDING, ABOVE
WE TOP OF THE PLANK. SEE 61 7 & - 8/91
GRATING SPAN DIRECTION
4 0 A*t
ME Emm
01 41
GRATE COVER & —
SUPPORT ANGLE BY
GRATEMPGR.
811 THICK CURB w/#5@12"o/c
VERT & (*#5 HORZ AS
SHOWN,
v"4-
(5146 T & B
...................
... .................
........ .........
........ ......
T
m
4
#4@511ok J
21-011
CURB @ WO GRATED ONG.
FOOTING SCHEDULE.
MARK
SIZE
REINFORCING
F24x12
24" WIDE x 1211 THICK
(3145 B. LONG.
F36x12
.1
361, wl DE x 1211 THICKJ(3145
B. LONG.
6y
f-1EVJ--SG,D DC-7,Ar-L c--oA.17.-4zVcV
XAJ Y'
I'Osx)r-t<
".g b4 725 0
,9-7
,,/7-z-/,7.5; xcoj-;r.,,vj5,s
451'2— PZR6(f 7-rV,11) OP k0JAIT-
j.
LU
-q- V EWEI)
Tilly phn ims mriewed orgenem :onforifianc6vVlthtliefolloiving,
.1"Indel bythe ju i diction:
Swictural Proi slons of t International Build! g Code
Hoti-structural rovislons f theInternsitional Building'C06
ther.
CIT'Copy
rrr�1&c1zpIHmnt is resp sible ror co romiance witli.All applicable codm conditions
,j,1nprbv3I, zil.l pernlit i ments sllb* ct to Ilie requirelments and interpretations of the
g,�.,vvmkaalldimity. !Ili w do I n relieve the Arclmj�-ct and Engineers of Record of
mq)--1Sibil7fv for a It: C des!"gis ii necordance witli �Jhc laws or me governin
and tile Slat of sl 'Vgton. SUB
77 cagg eo 05jul. 14 M-5
BUILDIN
IZEID A11DIA."I'TOM INCI L2 DEPARTMENI
--GLTY 4- tumuNub
NIP
J6
I A QN
SCALE 3/411=11-011
SCALE 1114-0"
111-05-030
REINFORCING BAR
MATERIAL REQUIREMENT:
REINFORCING BARS:
USE DEFORMED BARS CONFORMING TO ASTM A6151 GRADE 60, EXCEPT
AS NOTED ON THE DRAWINGS.
WELDED WIRE FABRIC:
SMOOTH FABRIC SHALL CONFORM TO ASTM A185,
FABRICATION AND PLACING REQUIREMENTS:
BENDING:
BARS SHALL BE BENT COLD, BARS PARTIALLY EMBEDDED IN
CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN
OTHERWISE OR AUTHORIZED BY THE ENGINEER.
PLACING:
REINFORCEMENT SHALL BE SUPPORTED AND TIED TO PREVENT
DISPLACEMENT BY CONSTRUCTION LOADS OR BY PLACING OF
CONCRETE, MAXIMUM SPACING OF SUPPORTS SHALL BE 31-611.
CONCRETE COVER:
MINIMUM CONCRETE COVER FOR REINF. SHALL BE AS FOLLOWS1
UNLESS NOTED OTHERWISE:
CONCRETE CAST AGAINST EARTH-�ll
CONCRETE CAST AGAINST FORMS AND
EXPOSED TO EARTH
WELDING:
DO NOT WELD REINFORCING BARS.
WET SETTINGS:
REINFORCEMENT ANCHOR BOLTS, OR ANY EMBEDDED ITEM WITHIN THE
dONCRETEI MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS
BEEN POURED WITHIN THE FORMS.
LAP SPLICES:
PROVIDE LAP LENGTHS AS SHOWN ON THESE DRAWINGS.
HOLLOW CORE PLANK
SCOPE OF WORK:
THE WORK INCLUDED 19 THE DESIGN, MANUFACTURE AND DELIVERY OF
PRECAST PRESTRESSED CONCRETE UNITS, DESIGN PLANK FOR THE
MOST CRITICAL OF THE LOADING CONDITIONS AS SHOWN WITHIN THE
DESIGN CRITERIA NOTE.
THE MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND
PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.
THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR
STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS, NO
OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL
�OF THE PLANK MANUFACTURER,
ALL HOLLOW JOINTS SHALL BE GROUTED IN ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS.
SPECIAL INSPECTION
GENERAL:
SPECIAL INSPECTION BY A QUALIFIED INSPECTOR 19 REQUIRED IN
ACCORDANCE WITH THE 2003 IBC AS ADOPTED BY THE CITY OF
EDMONDS ON THE FOLLOWING ITEMS,
CONCRETE STRENGTH AND PLACEMENT
b. REINFORCING BAR PLACEMENT
CERTIFICATION & SUPERVISION:
THE SPECIAL INSPECTOR SHALL BE SUPERVISED BY A REGISTERED
PROFESSIONAL ENGINEER EMPLOYED BY THE FIRM PROVIDING THE
INSPECT ION'SE RVICE S.
PERFORMANCE OF THE WORK:
THE SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING TASKS AS
.A MINIMUM AND SHALL PERFORM ALL ADDITIONAL TASKS REQUIRED
BY THE 2003 IB6 AND THE BUILDING OFFICIAL:
a. OBSERVE THE WORK FOR CONFORMANCE WITH THE
APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
b. FURNISH REPORTS TO THE BUILDING OFFICIAL, THE
ENGINEER AND ARCHITECT OF RECORD, AND OTHER
DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE
BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR
CORRECTION1 THEN, IF NOT CORRECTED, TO THE PROPER
DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL.
c. SUBMIT A FINAL REPORT, SIGNED BY THE REGISTERED
ENGINEER SUPERVISING THE INSPECTOR, STATING WHETHER
THE WORK REQUIRING SPECIAL INSPECTION WAS COMPLETED
IN CONFORMANCE WITH THE APPROVED CONSTRUCTION
DOCUMENTS AND APPLICABLE WORKMANSHIP PROVISIONS OF
THE 2003 IBC.
nFFFRRFD SUBMITTALS
THE FOLLOWING AREAS OF WORK SHALL BE CONSIDERED AS
"DEFERRED SUBMITTALS" AS DEFINED IN THE 2003 IBC
PRECAST PRESTRESS :R��CO�RE PL NK.
OL 0
b. OPEN METAL GRATING @ 51-0llxIO'-O" OP ING.
r T ST
_F I�r
Al I nF _n c�IIRMITTALG SH
ALL DEFERRED SUBMITTALS SHALL B AR T STAMP AND SIGNATURE
OF A CIVIL ENGINEER LICENSED TO PRACTICE IN THE STATE OF
WASHINGTON WHO HAS CURRENT DESIGN EXPERIENCE IN THE TYPE OF
WORK REVIEWED.
THE GENERAL CONTRACTOR SHALL SUBMIT 4 COPIES OF ALL
SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS TO THE
ENGINEER OF RECORD WHO SHALL REVIEW THEM AND FORWARD THEM
TO THE BUILDING OFFICIAL, THRU THE GENERAL CONTRACTORI WITH A
NOTATION INDICATING THAT THEY HAVE BEEN FOUND TO BE IN
GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.
THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL
THEIR DESIGN AND SUBMITTAL. DOCUMENTS HAVE BEEN APPROVED BY
THE BUILDING OFFICIAL.
GENERAL CONSTRUCTION NOTES
CODE.,
BUILDING DESIGN AND CONSTRUCTION SHALL CONFORM TO THE
PROVISIONS OF THE 2003 IBC AS ADOPTED BY THE CITY OF
EDMONDS, WASHINGTON.
GENERAL DETAILS:
TYPICAL OR GENERAL NOTES AND DETAILS ON THESE SHEETS SHALL
APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR
SHOWN OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR
NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR
CONDITIONS,
DISCREPANCIES:
THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH A WRITTEN
REQUEST FOR CLARIFICATION UPON FINDING ANY DISCREPANCY OR
OMISSION IN THE DRAWINGS OR SPECIFICATIONS.
SHORING:
IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN
AND PROVIDE ADEQUATE SHORING, RESHORING AND BRACING OF THE
WORK AS REQUIRED.' TO PROTECT LIFE AND PROPERTY DURING THE
CONSTRUCTION OF THIS BUILDING.
EXCAVATION:
THE CONTRACTOR cHALL BE SOLEY RESPONSIBLE FOR ALL
EXCAVATION PROCEDURES1 INCLUDING LAGGING1 SHORING AND
PROTECTION OF ADJACENT PROPERTY, STRUCTURES, -STREETS AND
UTILITIES.
CONCRETE
CONCRETE REQUIREMENTS:
LOCATION STRENGTH MAX W/C RATIO
VAULT WALLS 3000PSI @ .28 DAYS 0.50
FTGS & GRADE SLAB 3000PSI @ 28 DAYS 0.55
PLANK VOID FILL 3000PSI @ 28 DAYS 0.55
PLANK JOINT GROUT 3000PSI TO MEET PLANK MPGRIS RQMT'S
AIR CONTENT:
CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5Y. +I-IY. ENTRAINED
AIR,
MIX DESIGN:
SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN
CONFORMANCE WITH THE SPECIFICATIONS.
MATERIAL REQUIREMENTS:
CEMENT: ASTM C150. ADMIXTURES: ACI 301.
AGGREGATES: ASTNI C33. WATER: ASTM C94.
PLACING REQUIREMENTS:
PLACING:
PLACE CONCRETE AS. NEARLY AS PRACTICABLE TO ITS FINAL
POSITION TO AVOIG- . SEGREGATION. THE FREE UNCONFINED FALL OF
THE� CONCRETE SHALL NOT EXCEED 5 FEET.
DEBRIS:
REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE.
CONSOLIDATION:
CONSOLIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WORK
CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS.
CURING REQUIREMENTS:
CURING:
CONCRETE,SHALL BE MAINTAINED IN A MOIST CONDITION FOR A
SUITABLE PERIOD OF TIME AF'FER PLACEMENT.
WEATHER CONDITIONS:
ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD
WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS.
DESIGN CRITERIA
NE 1/4 � OF NE 1/4, SECm 31, TWP, 27N, RGE 4E, WoMs
OP`EN4E�TAL GRATIN.G�
DESIGN RESPONSIBILITY:
THE METAL GRATING SUPPLIER SHALL BE RESPONSIBLE FOR THE
SELECTION AND DESIGN OF THE GRATING, THE SUPPLIER SHALL
SUBMIT DESIGN CALCULATIONS1 SHOP DRAWINGS1 MATERIAL
SPECIFICATIONS AND ANY OTHER DOCUMENTATION NECESSARY TO
SHOW THAT THE GRATING SELECTION MEETS THE REQUIREMENTS OF
THE CONTRACT DOCUMENTS,
GENERAL DESIGN REQUIREMENTS:
LOADS: SEE DESIGN CRITERIA FOR LOADING
REQUIREMENTS.
FINISH: ALL GRATING SHALL BE GALVANIZEDI UNO.
END BRG: DESIGN OF BRG ANGLE OR EMBED SHALL BE
PROVIDED BY THE GRATING SUPPLIER.
SPAN DIRECTION: SPAN DIRECTION SHALL BE AS SHOWN ON THESE
STRUCTURAL DRAWINGS
VERTICAL LOAD DESIGN:
DESCRIPTION: LIVE LOAD: DEAD LOAD:
CU F 15op9p NA
'ygg; '4
TRUCK WHEEL LOADS (LID) 520-44 NA
TRUCK WHEEL LOADS (GRATEI HS 0
S VARIES FROM 1.3 FT MIN TO
S 2.5FT MAX. SEE CIVIL DWGS
FOR FINAL GRADE ELEVATIONS
4 UNIFORM LIVE LOAD AND TRUCK LIVE LOAD NEED NOT BEAPPLIED
CONCURRENTLY.
.SEISMIC DESIGN:
SEISMIC USE GROUP "I" le = 1.0
STRUCTURE LOCATIONi.ZIP CODE 98036
SITE CLASS = C
DESIGN SPECTRAL RESPONSE ACCELERATIONS
Sds 0.840 ScIl 0.448
SEISMIC DESIGN CATEGORY D
BASIC SEISMIC FORCE RESISTING SYSTEM
BEARING WALL SYSTEMS
ORDINARY REINFORCED CONCRETE SHEAR WALLS
RESPONSE MODIFICATION COEFFICIENT "R11 4.5
REDUNDANCE COEFFICIENT p = 1.0
STRUCTURE DEAD LOAD "W" = 673k
SEISMIC HORIZONTAL LOAD EFFECT
E=I.0(1.2jO.84O(Wj/4.6 = 0,22W = 0,22(673k) 151k
WIND LOAD DESIGN:
WIND LOADING ON BELOW GRADE VAULTS IS NOT APPLICABLE
FOUNDATION DESIGN:
FOUNDATION DESIGN 19 BASED ON THE FOLLOWING VALUES DERIVED
PROM THE GEOTECHNICAL REPORT BY CORNERSTONE GEOTECHNICAL,
INC. DATED 01/06/2005:
ALLOWABLE BEARING PRESSURE: 21500 PSF
LATERAL EARTH PRESSURES ON RETAINING WALLS:
ACTIVE CONDITION: 40 PCF EFW (DRAINED LEVEL BACKFILL)
At REST CONDITION: 60 PCr EFW (DRAINED LEVEL BACKFILL)
PASSIVE SOIL RESISTANCE: 500 PCF EPW (ULTIMATE, NATIVE SOILI
COEFFFICIENT OF BASE.FRICTION 0.40 (ULTIMATE, NATIVE SOIL)
SATURATED SOIL DENSITY 125 PCF
c
J
@1 TYP WALL SECTION_
S2
SCALE 1/211=11-011
TYP WALL SECTION
�,��SCX"LE 1�/211=11-011
DETAIL KEYNOTES
1. PROVIDE A ZENTONITE CLAY OR HYDROPHILIC
WATERSTOP VOLCLAY "WATERSTO.P-RX" OR
IIAKWASTOPII AT ALL PERIMETER WALLS OF
THE VAULT. INSTALL WAT.ERSTOP IN
ACCORDANCE WITH MANUFACTURER'S
INSTRUCTIONS.
2. 12-1/211 THU PRECAST PRESTRESSED HOLLOW
CORE PLANK.
3. FINISHED GfADE, ELEVATION VARIES, SEE
.DESIGN CRITERIA ON S2 FOR APPROXIMATE
SOIL DEPTH$ OVER THE VAULT LID IN
ADDITION TO THE CIVIL DWGS FOR FINAL
GRADE ELEVATIONS.
4. 64 PERFORATED PVC FOOTING DRAIN WRAPPED
IN 12"xl2ll MINIMUM DRAIN ROCK BEDDING &
FILTER FABRIC. ROUTE DRAIN TO DISCHARGE
PIPE AS SHOWN ON THE CIVIL DWGS.
APPLY PREFABRICATED DRAINAGE PANEL
(MIRADRAIN 6000 OR EQUIVALENT) TO ALL
PERIMETER VAULT WALLS RECEIVING BACKFILL.
EXTENDDRAINAGE PANEL OVER THE FULL
HEIGHT OF THE WALL. 1811 THICK VERTICAL
DRAINAGE BLANKET MAY BE USED IN LIEU OF
THE DRAINAGE PANEL AS DESCRIBED IN THE
GEOTECHNICAL REPORT.
6. PLANK TO BEAR 311 +/-1/411 ONTO THE TOP
or THE COINC. WALL. INSTALL NEOPRENE
BEARING PAD AS DETAILED ON THE
PREAST PLANK PLACE E�� R1111 I N G S.
ING'
.7. SEE DETAILS ON THE LID PLAN FOR
CURB REINFORCING AND DIMENSIONS qAT
THE 5xlO OfENING.
8 DESIGN BUI�D STEEL GRATING.- SEE S2
FOR DESIGN REQUIREMENTS.
REINFORCING KEYNOTES �(�Yol
101, 1011 THICK CONCRETE WALL. TYPICAL 0
PERIMETER OF THE VAULTS. REINF. w/ #5 0 1211
o/c HORZ 4 #5@10"o/c VERT. LAP ALL HORZ.
BARS 24"M,44 @ SPLICE LOCATIONS. PROVIDE
12145 CONT. HORZ. BARS @ THE TOP OF THE
WALL. PROVIDE CORNER BARS 0 ALL HORZ,
REINF AS $HOWN IN 2/61. PROVIDE ADDITIONAL
WALL REINF AT PIPE PENETRATIONS AS SHOWN
IN I/Sl.
101A. 811 THICK CONCRETE. WALL. REINF. W/ f5 @ 1211
0/c HORZ 4 VERT. LAI' ALL HORZ, BARS 2411MIN
@ SPLICE LQCATIONS. PROVIDE 12145 CONT.
'- i - - - - ' - "TOP OF TH� WALLiINF S
HORZ. BAR$ @ THE TOP OF THE WALL.
��j E C, LL Z.
PROVIDE CORNER BARS 0 ALL. HORZ. ReINF �AS
SHOWN IN 21SI.
102. f5 FO TINQ TO WALL DOWELS TO MATCH
WALL VERTICAL REINFORCING SPACING.
PROVIDE STD HOOK @ END OF BAR CAST INTO
FOOTING. ALTERNATE HOOK WHERE SHOWN IN
THESE SECTIONS. PLACE ALL DOWELS @ THE
CENTER 00 THE WALL. DOWELS SHALL BE
EMBEDDED A MINIMUM OF 94/- 1/211 INTO THE
FOOTING & SHALL EXTEND INTO THE WALLS
3011 MIN.
103. #0-4� 0 2411o/c PLACED SUCH THAT EA 4811
WIDE PLANK RECEIVES 121 BARS. LOCATE BARS
IN VOIDS WITH POUR SLOTS AS SHOWN ON THE
PRECAST PLANK PLACEMENT DWGS. PROVIDE
ADDITIONA� BARS @ EA, PLANK IF REQlD, AND
SHOWN ON'THE PRECAST PLANK SHOP DWGS.
104. #6 0 201lotc, BAR TO EXTEND 10-1/211 ABOVE
TOP OF WALL. PLACE BAR 0 THE CENTER OF
THE WALL.
105. (3146 CONT. IN CLOSURE POUR,
106. #5 CONT. IN WITHIN ED GE VOID OF PLANK.
f5 HAIRPIN w/ 1411 WIDTH & 1811 LONG TAILS 0
EA. VOID KNOCKOUT.
108. ADD (3) #0�05'-011 0 3�`11`o`/ 11 c ,, H 11 0 1 R , Z '', . '', A , C R 0 �3-S �LENGTH
0 51 ojjxjqj�oljj
OF 5'7-0"XlQ'-O" OPENING.
E V 0 E W E
AUG 3 2005
REID MIDDLETON, INC._
RESUB
JUL 14 2005
BUILDING DEPARTMENT
cITY OF EDMONDS
0
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01
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I SHEET: I
S20F 2
E,-05-030
NE 1/4 OF NE 1/4m Sl-;
1, TWP, 27N., RGE 4E. WmMm
k
TYP WALL
REINF
ADD #5 >C NIN
DIAG, AS
SHOWN
J
FOR EACH GROUP OF VERTICAL
BARS CUT 0 OPENING ADD
VERTICAL BAR FULL HEIGHT
ONE
EA. SIDE OF OPENING.
TYP PIPE PENETRATION DETAIL
SCALE N/A
21-011 DI
OPNG
ROUND SOLID
LOCKING LID
TYP LID SECTION @ MANHOLE
SCALE 3/4114-011
L 41-011
#5 44114411
CORNER BARS TO
MATCH HORZ
WALL REINF TYP
#5012"o/c HORZ. & -
VERT,ON BACK FACE
OF WALL. DOWELS TO
FOOTINGS ARE NOT
REQUIRED AT THESE
VERT. BARS
KNEEWALL 5x1O OPNG
#5 X 2411 @ 12"o/c
ALT.HOOK
TYP WALL CORNER REINFORCING.
SCALE 3/411=11-011
FILL WITH GROUT AS
DIRECTED -by iRr,.%6'.AST
PLANK MFGR,
........................ 1'�� I .......................
...................... . .......................
...........
.... .. .... ....
..... ........
0' 0 C
.............. ...... ..........
CONT,
BACKER ROD
IF RE00.
PLANK JOINT DETAIL
SCALE 111=11-011
SCALE 1/811 = 11-011
851-811
841-011
21 81 241
11m REMEMEW
No 11111111111111111M Emmmm"Im
01 . 41 16, a
721-011
. .... F36X12
<
- - - - - -- - - - - - - - - - - - - - - - - - - - -
r - - - - - - - - - - -
F36X12 2
C14 1 J
x 4
C4
LL
C14
LL
J
TYP THROUGH
OUT VAULT, k �62
7
2
WT- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - -
C>
F36x12 /'�
5 ) � 62
VAULT FOUNDATION PLAN
SCALE 1/811 = 11-011
I
GRATE COVER &
SUPPORT ANGLE BY
GRATE MFGR.
21 81 241
mm FEEMEEM
ME 1111mm
Ol 41 16,
PLAN KEYNOTES\��
9
1.
411 THICK CONCRETE SLAB ON GRADE REINF
CL
CL
WITH 66-W2.9xW2.9. PLACE ALL REINF AT
oc
cc
0
MID -DEPTH OF THE SLAB. CAST GRADE SLAB
6"
IN A SINGLE POUR.
.r
Uj
a
UJ
0.00
0
2.
1011 THICK CONCRETE WALLS TYPICAL AT THE
PERIMETER OF THE VAULT, SEE WALL
ca
CD
C>
Cl>
SECTIONS FOR REINFORCING, PROVIDE ADDED
REINF AT PIPE PENETRATIONS AS SHOWN IN
1/61. PROVIDE REINF, @ ALL WALL CORNERS
us
U.
co
=
Uj
AS SHOWN IN 2/S1,
0
a
2A.
811 THICK CONCRETE WALL. SEE WALL
ca
M
ca
LU
ca
U.J
SECTIONS FOR REINFORCING. PROVIDE REINF.
@ ALL WALL CORNERS AS SHOWN IN 2/S1.
LO
In:
LIM
3..
THICKENED SLAB FOOTINGS TO BE CAST
9000
'=
'T
C4
9
C6
r-?
WITH THE GRADE SLAB, SEE SCHEDULE FOR
co
(0
m
1'.L
REINF,
4.
ACCESS HATCH OR INLET GRATE ABOVE.
0
5.
PIPE INLET OR OUTLET TO VAULT, SEE CIVIL
C
DWGS FOR PIPE DIAMETER & INVERT
ELEVATION, SEE 1/S1 FOR WALL REINF @
PENETRATION.
C C�
6.
12-1/211 THICK PRECAST HOLLOW CORE PLANK,
q
W
SEE DESIGN CRITERIA NOTES ON S2 FOR
PLANK LOADING REQUIRMENTS,
no
C 08
10, -_-j
7.�
2411 DIAMETER OPENING TO ACCEPT 2411
dd 2
6
z
DIAMETER RISERS, GALV. LADDER, RING AND
C
t,;.
LOCKING MANHOLE COVER PER CIVIL
DRAWINGS. SEE 3/S1.
0
11
8.
POUR SLOTS IN TOP OF PLANK.
Cl
<
MANUFACTURER TO PROVIDE A MINIMUM OF 2
SLOTS @ EACH END OF EA, PLANK. PLANK
MANUFACTURER MAY REQUIRE GROUTING OF
ADDITIONAL CELLS BEYOND THE MINIMUM OF
2. THE GENERAL CONTRACTOR SHALL INCLUDE
GROUTING OF THESE ADDITIONAL CELLS IN
W
HIS BID.
9.
PROVIDE BLOCKOUTS IN THE EDGE CELL OF
PLANK PARALLEL TO THE PERIMETER VAULT
WALLS. LOCATE BLOCKOUTS APPROXIMATELY
20744
IST
AS SHOWN ON THIS PLAN,
10. 5'-O"xlO'-O" OPENING w/ OPEN METAL GRATE
---
EXPIRES 9/12/2006
COVER. GRATE TO BE DESIGNED BY GRATE
9
AN
M UPACT URE.
LEGEND
IBOV INSIDE BOT':'OM 0'-:- VAULT
(,TOP OF GRXDE sLAB)
LU'_
z
0
z
0
1�.
ITOV INSIDE TOP OF VAULT LID
(TOP OF CONCRETE WALLS)
OC
0
0
P1111m
3
CIP CONCRETE WALL
0
z
— — — CONCRETE SPREAD FOOTING
LU
CIP CONCRETE EDGE POUR OR ACCESSS
HATCH
Uj
INFILLL'
0
a
CONCRETE CURB EXTENDING ABOVE
z
THE TOP OF THE PLANK, SEE 61 7 & 8/Sl
mi
0
GRATING SPAN DIRECTION
UJ
in
I,=
LU
LA.
FOOTING SCHEDULE
MARK
SIZE
REINFORCING
F24x12
2411 WIDE x 1211 THICK
N-0 B. LONG,
I F36x1213611
WIDE x 1211 THICK
IN 45 B. LONG.
GRATE COVER &
'j-4 7_� it'
SUPPORT ANGLE BY
GRATE MFGR.
r
-50
_T1 �Cj A Z)4 7,=
eC
811 THICK CURB W/00121lo/c
07
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structurmal Prmo sions of t International Building Code
n 'VIon-structurall rovisions f the International Building Code
...................... Other. P%
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#4@511olc prz�� applicant is resp sible for co orniance willi all applicable codm conditions
T tA �;.npruval, and pcmiit r. inents sub ct to the requirements aud interpretations of the
is ;e"',
21-011 aadlority. 191: w does n relieve the Archilect and Engineers of.Record of
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;J41rM(FICIian mid ilia state of asligto,*
SUB
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JUL 14 2""'
LVETOIN. lNr_ DEPARTMEN'l
V BUILDIN
.41'4r rtev�ew
—CITY F EDMONDS
CURB @ WO GRATED OPNG
SCALE 1114-011
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SHEET:
S1 OF 2
S-05-030
NE 1/4 OF NE 1/4. SECm 31, TWP, 27N. RGE 4Ev !"li", m
REINFORCING BAR
MATERIAL REQUIREMENT:
REINFORCING BARS:
USE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT
AS NOTED ON THE DRAWINGS.
WELDED WIRE FABRIC:
SMOOTH FABRIC SHALL CONFORM TO ASTM A185.
FABRICATION AND PLACING REQU IREMENTS:
BENDING:
BARS SHALL BE BENT COLD, BARS PARTIALLY EMBEDDED IN
CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN
OTHERWISE OR AUTHORIZED BY THE ENGINEER.
PLACING:
REINFORCEMENT SHALL BE SUPPORTED AND TIED TO PREVENT
DISPLACEMENT BY CONSTRUCTION LOADS OR BY PLACING OF
CONCRETE, MAXIMUM SPACING OF SUPPORTS SHALL BE 31-611,
CONCRETE COVER:
MINIMUM CONCRETE COVER FOR REINF. SHALL BE AS FOLLOWS,
UNLESS NOTED OTHERWISE:
CONCRETE CAST AGAINST EARTH- 311
CONCRETE CAST AGAINST FORMS AND
EXPOSED TO EARTH 211
WELDING:
DO NOT WELD REINFORCING BARS,
WET SETTINGS:
REINFORCEMENT ANCHOR BOLTS, OR ANY EMBEDDED ITEM WITHIN THE
CONCRETE, MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS
BEEN POURED WITHIN THE FORMS.
LAP SPLICES:
PROVIDE LAP LENGTHS AS SHOWN ON THESE DRAWINGS,
HOLLOW CORE PLANK
SCOPE OF WORK:
THE WORK INCLUDED 16 THE DESIGN, MANUFACTURE AND DELIVERY OF
PRECAST PRESTRESSED CONCRETE UNITS. DESIGN PLANK FOR THE
MOST CRITICAL OF THE LOADING CONDITIONS AS SHOWN WITHIN THE
DESIGN CRITERIA NOTE.
THE MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND
PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.
THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR
STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS, NO
OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL
OF THE PLANK MANUFACTURER.
ALL HOLLOW CORE JOINTS SHALL BE GROUTED IN ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS,
SPECIAL INSPECTION
GENERAL:
SPECIAL INSPECTION BY A QUALIFIED INSPECTOR IS REQUIRED IN
ACCORDANCE WITH THE 2003 IBC AS ADOPTED BY THE CITY OF
EDMONDS ON THE FOLLOWING ITEMS,
a, CONCRETE STRENGTH AND PLACEMENT
b. REINFORCING BAR PLACEMENT
CERTIFICATION & SUPERVISION:
THE SPECIAL INSPECTOR SHALL BE SUPERVISED BY A REGISTERED
PROFESSIONAL ENGINEER EMPLOYED BY THE FIRM PROVIDING THE
INSPECTION SERVICES.
PERFORMANCE OF THE WORK:
THE SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING TASKS AS
A MINIMUM AND SHALL PERFORM ALL ADDITIONAL TASKS REQUIRED
BY THE 2003 IBC AND THE BUILDING OFFICIAL:
OBSERVE THE WORK FOR CONFORMANCE WITH THE
APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATIONS,
b, FURNISH REPORTS TO THE BUILDING OFFICIAL, THE
ENGINEER AND ARCHITECT OF RECORD, AND OTHER
DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE
BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR
CORRECTION, THEN, IF NOT CORRECTED, TO THE PROPER
DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL,
C. SUBMIT A FINAL REPORT, SIGNED BY THE REGISTERED
ENGINEER SUPERVISIN G THE INSPECTOR, STATING WHETHER
THE WORK REQUIRING SPECIAL INSPECTION WAS COMPLETED
IN CONFORMANCE WITH THE APPROVED CONSTRUCTION
DOCUMENTS AND APPLICABLE WORKMANSHIP PROVISIONS OF
THE 2003 IBC.
DEFERRED SUBMITTALS
THE FOLLOWING AREAS OF WORK SHALL BE CONSIDERED AS
"DEFERRED SUBMITTALS" AS DEFINED IN THE 2003 IBC
a. PRECAST PRESTRESSED '�O 1. c 0 R E--P LAN K.
Q b. 0 PEN METAL GRATING @ 51-011x101-OlI OPENING,
ALL DEFERRED SUBMITTALS SHALL B AR T STAMP AND SIGNATURE
OF A CIVIL ENGINEER LICENSED TO PRACTICE IN THE STATE OF
WASHINGTON WHO HAS CURRENT DESIGN EXPERIENCE IN THE TYPE OF
WORK REVIEWED,
THE GENERAL CONTRACTOR SHALL SUBMIT 4 COPIES OF ALL
SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS TO THE
ENGINEER OF RECORD WHO SHALL REVIEW THEM AND FORWARD THEM
TO THE BUILDING OFFICIAL, THRU TH E GENERAL CONTRACTOR, WITH A
NOTATION INDICATING THAT THEY HAVE BEEN FOUND TO BE IN
GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING,
THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL
THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY
THE BUILDING OFFICIAL,
GENERAL'CONSTRUCTION NOTES
CODE:
BUILDING DESIGN AND CONSTRUCTION SHALL CONFORM TO THE
PROVISIONS OF THE 2003 IBC AS ADOPTED BY THE CITY OF
EDMONDS, WASHINGTON.
GENERAL DETAILS:
TYPICAL OR GENERAL NOTES AND DETAILS ON THESE SHEETS SHALL
APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR
SHOWN OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR
NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR
CONDITIONS.
DISCREPANCIES:
THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH A WRITTEN
REQUEST FOR CLARIFICATION UPON FINDING ANY DISCREPANCY OR
OMISSION IN THE DRAWINGS OR SPECIFICATIONS.
SHORING:
IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN
AND PROVIDE ADEQUATE SHORING, RESHORING AND BRACING OF THE
WORK AS REQUIRED TO PROTECT LIFE AND PROPERTY DURING THE
CONSTRUCTION OF rHIS BUILDING,
EXCAVATION:
THE CONTRACTOR FHALL BE SOLEY RESPONSIBLE FOR ALL
EXCAVATION PROCEDURES, INCLUDING LAGGING, SHORING AND
PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND
UTILITIES.
CONCRETE
CONCRETE REQUIREMENTS:
LOCATION
STRENGTH
MAX W/C RATIO
VAULT
WALLS
300OPSI
.28 DAYS
0.50
FTGS
& GRADE SLAB
3000PSI
28 DAYS
0,55
PLANK
VOID FILL
300OPSI
28 DAYS
0.55
PLANK
JOINT GROUT
300OPSI
TO MEET PLANK
MPGRIS RQMT'6
AIR CONTENT:
CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5% +/-1% ENTRAINED
AIR,
MIX DESIGN:
SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN
CONFORMANCE WITH THE SPECIFICATIONS,
MATERIAL REQUIREMENTS:
CEMENT: ASTM C160. ADMIXTURES: ACI 301.
AGGREGATES: ASTNI C33. WATER: ASTM C94.
PLACING REQUIREM12.NTS:
PLACING:
PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL
POSITION TO AVOIC SEGREGATION. THE FREE UNCONFINED FALL OF
THE CONCRETE SHALL NOT EXCEED 5 FEET.
DEBRIS:
REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE.
CONSOLIDATION:
CONSOLIDATE CONCRETE BY SUITABLE MEANS, THOROUGHLY WORK
CONCRETE AROUND EMBEDDED.ITEMS AND INTO CO RNERS OF FORMS,
CURING REQUIREMENTS:
CURING:
CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A
SUITABLE PERIOD OF TIME AFTER PLACEMENT,
WEATHER CONDITIONS:
ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD
WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS.
DESIGN CRITERIA
OPEN METAL GRATING
DESIGN RESPONSIBILITY:
THE METAL GRATING SUPPLIER SHALL BE RESPONSIBLE FOR THE
SELECTION AND DESIGN OF THE GRATING. THE SUPPLIER SHALL
SUBMIT DESIGN CALCULATIONS, SHOP DRAWINGS1 MATERIAL
SPECIFICATIONS AND ANY OTHER DOCUMENTATION NECESSARY TO
SHOW THAT THE GRATING SELECTION MEETS THE REQUIREMENTS OF
THE CONTRACT DOCUMENTS,
GENERAL DESIGN REQUIREMENTS:
LOADS: SEE DESIGN CRITERIA FOR LOADING
REQUIREMENTS,
FINISH: ALL GRATING SHALL BE GALVANIZED, UNO,
END BRG: DESIGN OF BRG ANGLE OR EMBED SHALL BE
PROVIDED BY THE GRATING SUPPLIER,
SPAN DIRECTION: SPAN DIRECTION SHALL BE AS SHOWN ON THESE
STRUCTURALDRAWINGS
VERTICAL LOAD DESIGN:
DESCRIPTION:
LIVE LOAD:
DEAD LOAD:
U F
15OP !p
NA
T R U C K =WH E E L L 0 A�DS-
11L IID)l
(L I�
1820!P
8 2 4
NA
TRUCK WHEEL LOADS
(GRATE)
�O414
'-"H 6 0
6
VARIES PROM 0 PT MIN TO
2,5PT MAX, SEE CIVIL DWGS
FOR FINAL GRADE ELEVATIONS
UNIFORM LIVE LOAD
AND TRUCK LIVE LOAD
NEED NOT BEAPPLIED
CONCURRENTLY,
.SEISMIC DESIGN:
.SEISMIC USE GROUP "I"
Ie
1.0
STRUCTURE LOCATIONj.ZIP
CODE
98036
SITE CLASS = C
DESIGN SPECTRAL RESPONSE
ACCELERATIONS
Sda = 0.840
Sdl =
0.448
SEISMIC DESIGN CATEGORY = D
BASIC SEISMIC FORCE RESISTING SYSTEM
BEARING WALL. SYSTEMS
ORDINARY REINFORCED CONCRETE SHEAR WALLS
RESPONSE MODIFICATION COEFFICIENT "Ril 4.5
REDUNDANCE COEFFICIENT p = 1.0
STRUCTURE DEAD LOAD IIWII = 673k
SEISMIC HORIZONTAL LOAD EFFECT
E=1,0(I,2)O.84O(W)/4.5 = 0.22W = 0,22(673k) 151k
WIND LOAD DESIGN:
WIND LOADING ON BELOW GRADE VAULTS 15 NOT APPLICABLE
FOUNDATION DESIGN:
FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES DERIVED
FROM THE GEOTECHNICAL REPORT BY CORNERSTONE GEOTECHNICAL,
INC, DATED 01/06/2005:
ALLOWABLE BEARING PRESSURE: 21500 PSF
LATERAL EARTH PRESSURES ON RETAINING �ALLS:
ACTIVE CONDITION: 40 PCF EFW (DRAINED LEVEL BACKFILL)
AT REST CONDITION: 60 PCF EPW (DRAINED LEVEL BACKFILL)
PASSIVE SOIL RESISTANCE: 500 PCF EPW (ULTIMATE, NATIVE SOIL)
COEFFFICIENT OF BASE FRICTION 0,40 (ULTIMATE,
NATIVE SOIL)
SATURATED SOIL DENSITY 125 PCF
TYP WALL SECTION -
SCALE 1/211=11-011
TYP WALL SECTION
SCALE 1/211=11-011
DETAIL KEYNOTES
1. PROVIDE A BENTONITE CLAY OR HYDROPHILIC
WATERSTOP I VOLCLAY "WATERSTOP-RXII OR
IIAKWASTOP" ) AT ALL PERIMETER WALLS OF
THE VAULT, INSTALL WATERSTOP IN
ACCORDANCE WITH MANUFACTURER'S
INSTRUCTIONS,
2. 12-1/211 THICK PRECAST PRESTRESSED HOLLOW
CORE PLANK.
3. FINISHED GRADE. ELEVATION VARIES, SEE
DESIGN CRITERIA ON S2 FOR APPROXIMATE
SOIL DEPTHS OVER THE VAULT LID IN
ADDITION TO THE CIVIL DWGS FOR FINAL
GRADE ELEVATIONS,
4. 64 PERFORATED PVC FOOTING DRAIN WRAPPED
IN 12"xl2ll MINIMUM DRAIN ROCK BEDDING &
FILTER FABRIC. ROUTE DRAIN TO DISCHARGE
PIPE AS SHOWN ON THE CIVIL DWGS,
5. APPLY PREFABRICATED DRAINAGE PANEL
IMIRADRAIN 6000 OR EQUIVALENT) TO ALL
PERIMETER VAULT WALLS RECEIVING BACKFILL.
EXTEND DRAINAGE PANEL OVER THE FULL
HEIGHT OF THE WALL. 1811 THICK VERTICAL
DRAINAGE BLANKET MAY BE USED IN LIEU OF
THE DRAINAGE PANEL AS DESCRIBED IN THE
GEOTECHNICAL REPORT.
6. PLANK TO BEAR 311 +/-1/411 ONTO THF TOP
OF THE CONIC. WALL, INSTALL NEOPRENE
BEARING PAD AS DETAILED ON THE
PREAST PLANK PLACEMENT D A(il INGS.
7. SEE DETAILS ON THE LID PLAN FOR
IN
0
G6
R
CURB REINFORCING AND DIMENSIONS AT
THE 5xlO OPENING.
8.. DESIGN BUILD STEEL GRATING. SEE S2
FOR DESIGN REQUIREMENTS.
REINFORCING KEYNOTES vl-�
101. 1011 THICK CONCRETE WALL. TYPICAL @
PERIMETER OF THE VAULTS. REINF, w/ #5 @ 1211
o/c HORZ & #5@10"o/c VERT. LAP ALL HORZ.
BARS 2411MIN @ SPLICE LOCATIONS. PROVIDE
12)-#5 CONT. HORZ. BARS @ THE TOP OF THE
WALL. PROVIDE CORNER BARS @ ALL HORZ.
REINF AS SHOWN IN 2/61. PROVIDE ADDITIONAL
WALL REINF AT PIPE PENETRATIONS AS SHOWN
IN 1/Sl.
101A.811 THICK CONCRETE WALL. REINF. w/ #5 @ 1211
o/c HORZ & VERT. LAP ALL HORZ. BARS 2411MIN
@ SPLICE LOCATIONS, PROVIDE (2145 CONT.
S T'�
HORZ. BARS THE TOP OF THE WALL.
PROVIDE CORNER BARS C, ALL HORZ, REINF AS
i f
SHOWN IN 2/Sl,
102, #5 FOOTING TO WALL DOWELS TO MATCH
WALL VERTICAL REINFORCING SPACING.
PROVIDE STD HOOK @ END OF BAR CAST INTO
FOOTING, ALTERNATE HOOK WHERE SHOWN IN
THESE SECTIONS. PLACE ALL DOWELS @ THE
CENTER OF THE WALL, DOWELS SHALL BE
EMBEDDED A MINIMUM OF 94/- 1/211 INTO THE
FOOTING & SHALL EXTEND INTO THE WALLS
30" MIN.
103. 0X2-4� @ 2411o/c PLACED SUCH THAT EA 4811
WIDE PLANK RECEIVES (2) BARS. LOCATE BARS
IN VOIDS WITH POUR SLOTS AS SHOWN ON THE
PRECAST PLANK PLACEMENT DWGS, PROVIDE
ADDITIONAL BARS @ EA. PLANK IF REQ'D. AND
SHOWN ON THE PRECAST PLANK SHOP DWGS,
104. #6 @ 20"o/c. BAR TO EXTEND 10-1/211 ABOVE
TOP OF WALL. PLACE BAR @ THE CENTER OF
THE WALL.
105. (*#6 CONT. IN CLOSURE POUR.
106. #5 CONT. IN WITHIN EDGE VOID OF PLANK.
107. #5 HAIRPIN w/ 1411 WIDTH & 1811 LONG TAILS
EA. VOID KNOCKOUT.
I ... .. .. ......... ......... . .. ... .......................... .
108. ADD (3) #6xl5-o,, @ 3�'i'o/c HORZ. ACROSS LENGTH
OF 51-011x101-011 OPENING.
E w 0 E w E
AUG 3 M I
[REID MIDDLETON. INC.,
R F. S U B
JUL 14 2005
BUILDING DEPARTMENT
CITY OF EDMONDS
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S20F 2
S-05-030
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I NE1/4, NE1/4 SEC. 31 IMP. 27 N ,RGE. 4 E qW.M0 . �
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SITE 'GRADING AND T.E.S.C. NOTES- , . I I . . . � I � .
.
I
. I 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH 2"x2%14 GA. WIRE MESH
1. TESC MEASURES SHALL BE INSTALLED PRIOR TO ANY SITE WORK THE CITY OF EDMONDS, WASHINGTON STATE DEPARTMENT OF FILTER FABRIC-MIRAFI- OR EQUAL (OPTIONAL, SEE 2X4 DOUGLAS FIR
(SEE ATTACHED DETAILED DRAINAGE PLAN). � TRANSPORTATION/AMERICAN PUBLIC WORKS ASSOCIATION 1994 14ON OR EQUAL, ATTACH NOTES 4 & 6) -
, W/ STAPLES Off WIRE RINGS 1, NO.1 GRADE OR q
, TI ROAD, BRIDGE AND MUNICIPAL
2. PUBLIC STREETS ARE TO BE KEPT CLEAR OF DIRT AND DEBRIS . CONSTRUCTION. AND THE 1989 WSDOT HYDRAULICS MANUAL. . 3/4"-11/2" DIA. EQUAL ALT*-STEEL . 0
I �
DURING EXCAVATION AND FILL OPERATIONS. . � I . .
� " 2. ALL WORK PERTAINING TO THIS PROJECT SHALL BE SUBJECT TO � - 1
3. THE TEMPORARY EROSION/SEDIMENTATION CONTROL FACIUTY I INSPECTION. BY THE CITY INSPECTOR OR HIS DES . IGNATED - EACH SIDE I .
SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE . REPRESENTATIVE. PRIOR TO ANY SITE WORK, THE CONTRACTOR jj . 6" 0 . --- - -9 I . - . I .
. SHALL CONTACT THE CITY INSPECTOR TO . . 14 tj r -,,:, I . I I I I 11 .
'I - , I , , , , "
LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY . SCHEDULE A . , _. I I III I I _L_ 1_1 � � .
I
�
�
EROSION/SEDIMENTATION CONTROL PLAN. THESE FACIU71ES . NFERENCE. . - - - I _i_.1.111 � .
- :2 -
.
MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION, AND . . - 11 "t I
:i III 11 -
,
. I - ::�_±_
U-) 1, -1 It - 1 �
LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR ON -SITE 1 3. PRIOR TO ANY SITE DISTURBING ACT1\ATY INCLUDING CLEARING, 111�(/�\� Ix. 1�\�, I I I :, iz
EROSION HAS PASSED. G G, THE SITE CLEARING LIMITS AS SHOWN ON I st I "', V\\,.�' �/ %�\� 1 � > \ Is 1
N � , , WIN, , I R\,\, RmOM
�
, .",Y, 1�;015
.
� . . THESE PLANS SHALL BE LOCATED AND FIELD IDENTIFIED BY THE I 11- - - - 11 11 - - , - I , - INR>
4. NON-COMPLIANCE WITH THE EROSION CONTROL REQUIREMENTS, . PROJECT SURVEYOR OR ENGINEER. THE PROJECT SURVEYOR , OR c"I 11 ____71 . I � . . . I ^
WATER QUALITY REQUIREMENTS AND/OR CLEARING LIMITS MAY .. ENGINEER'S NAME AND TELEPHONE NUMBER ARE GROUP FOUR, u VARIES u u _@
1;
RESULT IN REVOCATION OF PROJECT PERMITS, PLAN APPROVAL INC., (425) 775-4581. . I I �SEE NOTES 2 & 6)1 839 11.�
AND BOND FORECLOSURES. I -1 T Yp-. - I . I - . -A
.
. . . __ - - � . BURY FILTER FABRIC IN I I I a- f
5. CONSTRUCTION ACCEPTANCE WILL BE SUBJECT TO A WELL . ."`� A GRAVEL -FILLED TRENCH - , I . YM
B D COVER THAT FULFILLS THE REQUIREMENT OF ., ELEVATION SECTION .*I -
.
THE APPROVED ' CONSTRUCTION PLANS. .a, . ( .; i
. -
CONSTRUCTION SEOUENCE I . NOTES: I -
. 9 0
. 6. ALL AREAS TO BE SEEDED SHALL BE CULTIVATED TO THE 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT M THE � is
SATISFACTION OF THE CITY INSPECTOR. THIS MAY BE 1 . ATTEND PRE- CONSTRUCTION MEETING. LENGTH OF THE BARRIER M AVOID USE OF JOINTS. MEN JOINTS ARE NECESSARY, . t:9
ACCOMPLISHED BY DISCING, RAKING, HARROWING OR OTHER . FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, NTH A . :
' ; 2. FLAG CLEARING LIMITS. MINIMUM 6" OVEFLAP, AND BOTH ENDS SECURELY FASTENED M THE POST. I
ACCE 1 3. INSTALL FILTER FENCE AND SILT FENCE WITH LINEAR TRENCH,
. . . 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED M FOLLOW THE CONTOURS (WHERE
I
OR AT RIGHT ANGLES TO THE SLOPE. IF NECESSARY. SURFACE ,I 4. INSTALL TEMPORARY CONSTRUCTION ENTRANCE. FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6' APART AND DRIVEN .
RUNOFF CONTROL MEASURES SUCH AS GRADIENT TERRACES, " 5. CLEAR AND GRUB SITE TO LIMITS OF CLEARING AS SHOWN SECURELY INTO THE GROUND (MINIMUM OF 3W).
INTERCEPTOR DIKE/SWALES, LEVEL SPREADERS, AND SEDIMENT . ON PLANS. . . L_ 3. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8" WIDE AND 12" DEEP, UPSLOPE AND I 1. I I I
BASINS SHALL BE INSTALLED PRIOR TO SEEDING. 6. ROUGH GRADE SITE. 0 i ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. . I I � .
�
I
.
.7. INSTALL UTILITIES (POWER, STORM, SANITARY, ETC.) 4. MEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE � - . . .
7. ALL DISTURBED AREAS SUCH AS RETENTION FACILITIES, ROADWAY 8. FINAL GRADE/PAVE, MAINTAIN CB PROTECTION. A--" 'i I v J� SHALL BE FASTENED SECURELY TO, THE UPSLOPE SIDE OF THE POSTS USING HEAVY- . .
BACK -SLOPES, ETC. SHALL BE SEEDED WITH A PERENNIAL GROUND 9. FLUSH STORM DRAINAGE SYSTEM (IE., CLEAN OUT & c� - , DUTY WRE STAPLES AT LEAST 1- LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL 1'11_�
COVER GRASS M MINIMIZE EROSION. GRASS SEEDING WILL BE I TEST SYSTEM). . EXTEND INTO THE TRENCH A MINIMUM OF 4' AND SHALL NOT EXTEND MORE THAN 30" 1
� I I ABOVE THE ORIGINAL GROUND SURFACE. I \
DONE USING AN APPROVED HYDROSEEDIfR OR AS OTHERWISE 10. REMOVE ALL TESCP FACILITIES ONLY WHEN ENTIRE 5., THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR "RED TO THE FENCE, \
.
APPROVED BY THE CITY OF EDMONDS. I .. SITE IS STABILIZED. . AND 2Cr OF THE FABRIC SHALL. BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT .
I
.
EXTEND MORE THAN 30" ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT . I . 9:
8. IMMEDIATELY FOLLOWING FINISH GRADING, PERMANENT . BE STAPLED M EXISTING TREES. I -tr_
. . I �
VEGETATION (CONSISTING OF RAPID, PERSISTENT AND LEGUME) . . 6. WHEN EXTRA -STRENGTH FILTER FABRIC AND A 4' POST SPACING ARE USED, THE "RE MESH . 0
WILL BE APPLIED (MINIMUM 80# PER ACRE). THIS IS TO I SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, -THE FILTER FABRIC IS STAPLED OR 11. % 0
.9
INCLUDE THE FOLLOWING: 20% ANNUAL, PERENNIAL OR HYBRID � � WIRED DIRECTLY TO THE POSTS NTH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. . . ;�
RYE GRASS. 40% CREEPING RED FESCUE, 4OX WHITE CLOVER. RED 100' MIN. EXCEPT - �K_ 7. THE TRENCH SHALL BE BACKFILLED NTH 3/4" MINIMUM DIAMETER WASHED GRAVEL. I I . I . I -0
' I MAY BE REDUCED TO 50' MIN. FOR . .. . I aot
. HYDROSEED REQUIRED.. SITES WITH LESS THAN ONE ACRE PROVIDE FULL WIDTH 8. FILTER FABRIC SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT I .
I � V' OF EXPOSED SOIL. OF INGRESS/EGRESS NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABLIZED. � s �
9. FERTILIZER SHALL BE APPLIED AT 400# PER ACRE OF 10-20-20 1 1,5s, AREA. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IM CH RAINFALL AND AT LEAST �� �
(10 POUNDS PER 1100 SQUARE FEET) OR EQUIVALENT. I 11 I DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. I I .1
. I
NT TO WATER BODIES SHALL USE NON- . I
* I
PHOSPHOROUS FERTILIZER. I I 1.
. . . . I
I
.
I -
. I � 12" MIN. . I .
�
, I .
. I .
10. THESE PLANS INDICATE CUT AND FILL SLOPES WHICH '. . (: )����� I
. I
EXCEED A MAXIMUM OF TWO FEET HORIZONTAL TO ONE FOOT I
I
. I . Q ..
VERTICAL (2:1), A ROCK OR CONCRETE RETAINING WALL MAY BE . . . . . .., 1. �_I ;8 �_
REQUIRED.' ALL ROCK RETAINING WALLS GREATER THAN FOUR (4) 1 1 . � 1* I . a m
. 0 :1:4
TO . I �� I rA Q ..
FEET IN HEIGHT ARE TO FOLLOW CITY SPECIFICATIONS AND � 1_� 4" - 8" SPALLS I I cli I
BE DES16NED AND CERTIFIED BY A GEOTECHNICAL ENGINEER EXPERIENCED . � . :z CQ $ - � rA
. - R = 25.0', TYP. I . . g �0 E-
IN SOILS MECHANICS. ALL OTHER CUT AND FILL SLOPES SHALL I . , . . I � N ,Z 01 I b 4
. I . Nw4 :� co 'G� =
BE A MAXIMUM OF 2: 1. . I .. - 9� ', m I 0 a4
I I I 0
TO BE LOCATED IN SAFE AREAS AND .1 I I - . Q4 � :j� ,.- �
NOTES: . . . - ;� P, �_
ADEQUATELY PROTECTED M PREVENT EROSION. HYDROSEED I 0 N 0
.1 sm� ;
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. I C)
PREFERRED. 1. CONSTRUCTION ENTRANCE SHALL BE USED FOR TIRE CLEANING/WASHDOWN ONLY. � I 0 0 0 .
.
I GENERAL CLEANING/WASHDOWN (CONCRETE BOOMS, ETC.) SHALL OCCUR AT � � . . .. �i - -
I APPROPRIATE OFF -SITE LOCATIONS. . �r4 I ,� 12, ..
. . WE >_4
. 2. HAZARDOUS CONDITIONSNAY EXIST NEAR THE CONSTRUCTION ENTRANCE - ,-_�-,� 11� ft co
11.1. .
� I LOCATION (OVERHEAD POWER, ETC.). THEREFORE, IT SHALL BE THE FULL I . - I 64 1*
1.4 =11
- RESPONSIBILITY OF THE CONSTRUC11ON ENTRANCE USERS TO EMPLOY SAFETY I . , I
. CQ P9 9�
r PRECAUTIO RY. . .1 0-4 E-,
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. CONSTRUCTION ENTRANCE � cv) 0
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TEMPORARY GRAVEL- NO SCALE . I . z *
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CONSTRUCTION' ENTHO"'ANCE " " m
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- - -_ - - 1. _____ ____ � I � In 0 ..01.11
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1. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF . � . . - -_ --- >
I . . I � I I I co 0
ALL VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL. THE GRAVEL I . . I to - V-4
N
..
SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE � I . I N 9 9 N
I
FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED I - 18" MIN. G I RAVEL (12" MIN. DEPTH) ' � . . ",-IW . m E-4
ACCORDING TO, SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, . I I . � . 2 0 A
I , I . 12-1
THEY SHOULD BE INSTALLED ACCORDING M MANUFACTURER'S SPECIFICATIONS. z:, 1�,, " ',.,',-I' .i
*=>*O?O t=010100<�> 0,0e__N= . t, ,4 . .
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2. AGGREGATE: 4" TO, 8" QUARRY SPALLS. 0vg -.-��=..Orgv4p. 4% �gb ..=-a ,:Z�� - �-, Y�!, F�IN6$ , , ,--..- .- �.!A�_---."Ifs' -
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. IR Ft .140 v .EOW.- � - , dp- ..; I -'SILT - FENC . � �,:��_--!��, :'�4.'4-.6-�, .�' _m. I
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3. ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE AT LEAST 6 . : Li L.J Li - - ., . ... -, � - , 4 _1 -�w '�Y"gT!�. FILTER , ; IS.TESIG .__
, _�.,, _�.!�; � , - -_.
7=91m,_�,__Ilw . §14 . � . i '. .. -L' W A,X1. �.i_z� -.7 ENGT" ,
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. v"'IN .- , . ..� ,."'.. .�-,',_,?Ntl�,Z��!T,,qR,qVt O,�F �!� _. - :
INCHES THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR . . ...;, N,, .;,-Z�;K., - 4 !9� .*. ,.-is Ils!"
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- ,�, , - -;'�W !��J f.Qr' '2'-it��` 11'T,3';THG NE HT FjF9TER FASRIC'��16W' -THJ.SILTjENCE%S;j���EED.; �
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INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT . , av, 1,.',, zc T I 1,
. OU .
. , - . -S
11 11'. 1 � I . . � 0
. . - . I;, 10 ��P - , . ..t
-
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. - '!� ,:�. i-�, ", . .. .> .. . *...r.,. I , jIGHER fENCES MA'? -IMPOUNe.�bLOMES'OF,��!� �qffpENT TO*; .
.
LEAST 50 FEET. . . � .:�.�� . : - UCTUR �, .4 .. . .
. FILTER - ."'I ��7_9�N'_` t . 11 .-.��.�.�.- * - -: W. ,.�, . z
i -.`�-.',' ., ".-.; le:�flt Im ;Tp ek. `.'��.�!�*��'!-,!' ',"!�%%-%P - - - - __ - J� .__4
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-11 �� . -i-S -.1. . ,�,
. FILTERED -�. . . .,�. , . :;..... .- - , .�.,i,�-..;-t,,-�"..*,��,�,�4.,��",-";"� . ,.,- 0
1 . . 1,fe��,. , N
FABRIC ..,� _�,�-.10.0�, �!�;�; --;,,!!,� ".. �..-.,:-- .... . - . -, - , .. -
- " . - *-lt,�.�:: �..��,�-�.;�. . �;,, ... F FILTER FABRIC SHALL BE PURCHASED IN 'A CONTINVOUS ROLL CUT.TO'THE
,;�-I-;.,';i.� .4. .. .
4. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF I ...,,,'N 11 .1� " , , " .." - 4., * . . C u =
WATER .7 1:. z'..-,;z;�- . -, '.... .4� -, � -t� ,z-%."�,-;', :,,,.; .. :..... ., GTH..bl�.,THE ikRRIER TO AVOID THE USE OF -JOINr,i�,'.: WHEN JOINTS A -RE.
., .. .., * - -, � t .
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. W �.'-, .. L1,�:r,--r,..!1... .. .. , . . .IT.
THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT V47H THE tj-!,-.�, -.� , LOM'SHALL .BE SPLIt4q, 1C)tETHER.ONLX. AT..A. ,
........ - 11411 - � .
. 1. , SWIM 2111 ..,;;;:: � . . . . . ... - 'k:MkNIMUM 64NCI�.
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11110111=1111111011112 �111... 111yu-11101111 1. . 1. � ....11.. - . e;� JSECURELV'SEALE
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7- - .. . - - ,w , .. I—— ` '!�g'!�-'.�,�V,'."'4-�,.-!.Ti.�..., 1: ........ _.t-.X��;! P -
GRAVEL, -THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC .- !;-�,-�:,.sz,- - - - ...... �- .. I ,;�:, N -, ..,,.q -.�. ,� -, ..i .1 '.. c� Tz.-,';_-;*0 .�
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:, '... �, .1.*-�-'..'.., * ix . BE SPACED 4'FEE AI�AFIT AT TtiE.
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`1 .1 i:'� * , ..� � .��,, .... . ... . * , - .SHALL'. ;..'_- .. � '
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- , e,�a , ��,:.' i� ` �, 3 ,4 ;'. , � , POSTS -L �=
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ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A :.j�- krn A " ;,*4- ..,: " � , 11 .1. 1�1 'i'a:7:11P, -1 f,[4.-I�.�.-..��.,�.:.".,�",*:,*.�",.4 .FENCE 164
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RAVEL CB PROTECTION I- , . � ,.',A . :.-.?�:!, --,j;�.:*..'..-' ��', �-.- t
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4'��, ,:: , - - , 4 --.,. �----:�t,:.A-g _ .-i ,,. - yHe pRouR6 q�i�kM�!A PF 2,."ET-...-','.�..!�!;���l..,'�,;.,�,a�,.,,.,�,,i ,, 94 pq
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� �7"4,�.,,.%-,� .4 .. ". � " 1.'......!. . - �
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.;;.-, ��, -."-.,., .;,�.,.-j ... .. . t%�-:!,
SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO ,,,I, ,�-,� " , , . �. - " i .,� . I ". -.,*!"!��.,-�!.�,.-",�";..,..4.t:"",".,�:., - _'. 'N' -V
, , - r ;� . . - ., , .- 1 - ��eo��,. .- - , , .... '. ", . - .' . .
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*...wr: .. ,__�. ..�,__ _t.:1V:1 " .4.-,��:,��--"��-.,)...-.-i,�'�"",-,..". : '-.* - ' * - ' * fe " i "h6iii'*6rz ANd'.12. 1�6146-VdP.ALONG
�,il-,�;:,�..-*!,:i';i.!�T�.�.,i�4'. . V.-,)�Iv, .IV;!!. :, � . .Z� - .". " '.. ,']�: . . . . q1.SHALL 13 XCAVATED 8.1
2 . 1, .;4. ,�, ."i r", " , .
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MAKE WASHING MORE CONVENIENT AND EFFECTIVE. I NO SCALE ,; . , ... I - ,
�,��V�4_ iZ-,.!, -=kb 06-mm 00, -`,.,*,#, .
a5LiGcAts PIR � �; 1"--J--,.a -,��&--.t�,, dx'T1 .,,, �,.-,!.,. �;- ,.,,'j; ,:;. K, '_41 i F VNF.6F.POSTS 'A�o UPS �M,-M,9m,r,vs- -walep �.��".-t�;-,;i*.?,�il-:tlli.�iit"!,�, 0 E4 VI
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I , . ,., . .1... � .. a ,�*.;�:, -...--.,,��. .:. S. *..-,:�,4A RE ME§i. SUOORT'OENCE.SkAL� Bk "FASTiNEq S&URELY'TO ttiE U`F LOPE'
.. '4� 2�N�,,i!�..-�'...",�4�,�,rP-'.,�,-.,'.�..'-.�-:.-.r,.,.��.?�;,�.�.,7��:','.t,;�.,,*:i....-�. wme)(tZvDiep-, _ - ;S E04
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5. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A 1� i,i.4-.,!.,`-', - . im - .. ",.t'�`.��.,..--;,,�-, ...: - " ' ". , . , "' '"'.SIDE ,5IF!THE`POSTS 'USIN'G HIEAV'� DUTY i�WIRE: STAPLES -.AT ,LEAST . � c;d !:�
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4-"...., .. ..." ,-....:. ,�,`f--,i*r,-,-.-;, "', - ENCH .','�,.�."':;t'.!',-.:;.-"'�':'.:� ' .. . r0%
TkE . , `� , .. , '. . *1': INCH*
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;T .�', ,-� �4`, A��',�;z�"P!�.;.f,�"I'�.�i".j�,.- ..' -;.-�-.';-,-; -. ..' !,�� --, -,*t�,:,�-.'1ir---,-:A -;�]- , ,.'.'.'-, 7.��.�.--.- -, "; , - -., ,.. . ..
-,-jti� �_;.,�,,,;- �..., . -4- --�-, -,`--!� -i,----wNq,.--ne WES i OR H . . . E :rRENCH. . .
, " - Mi.` "I INI�40� OF5 *INCHES 'AND S�ALC'hqy.kkT.E?Nlq�"!�*R� -.j��.�.,36 .INCHES -
S .-. z . - , , A , . .. 0 INM.TH wl
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. 'M�Mi "LE1V �-' �.-.',!-'�.�.'�.;��-7.,.,.-"..;-:- --",-.-.1.-.,: ..
CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC . . .jj.,p':,t,.,-�, A . ;!,�: .�_�. OG FIINGS.'.-'.`THE WRIk'SkALL*EXTEN ' '
.,K,�,. � � .?�.� �, I -
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. ___ .11 I .;'k In . .. I.e - 1.,,* . - .,!.� - * ,:�,j:* � , 'GROUND . , , . , '.."
WITH 2-INCH ,_:�:' a �..',�,'.;.;..�..�,-,-,�-,�,-,;,-*;,.-�,izff-,", , - " 1 , . ..., ::.-,`.,. . -.--.'. -, - . , . . . )RIdINAL ... � I . 1�,z k-"--!1'1.,:�.
RIGHTS-OF�WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING .,�','- A-T& t _;;:::'-':---'* - .'. `
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STONE, AS CONDITIONS DEMAND. AND REPAIR AND/OR CLEAN OUT ANY ;*�, ,.!�! . . q .�. * ,,,-%%-*-.;-�e.;'�_. I . - . ."" -
Tr��. .�� 9%11.;,....5..-�'.- *i-*,.,:`:."",�* " , �a ,:. .f.- ';'�* "". , '. ;*.�,_ I: . , ' i 0 PA
� Av.-tlx: -*-V11t._1:. . - I .", - - - ..... `� 1`1 - "", - ...i - "I"'- F S"04R6 STREN&W'jIL-T-ER 6�lilii�j"tj�'jj STAPLED OR WlAtO'TO THE' .
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CITY ENGINEER DATE
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JOB NO: 98-4519
NE.1 NE 1/4 SEC. 31 27 N IRGE. - 4 E 2W.M.
STORM DRAINAGE NOTES
1. PIPES
A. ALL STORM SEWER PIPE SHALL CONFORM WITH CITY OF EDMONDS
STANDARDS AND DIVISION 7 OF THE WSDOT/APWA SPECIFICATIONS.
B. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR IF IN THE
OPINION OF THE CITY INSPECTOR, THE EXISTING
FOUNDATION IS UNSATISFACTORY, THEN IT SHALL BE
EXCAVATED BELOW GRADE AND BACK FILLED NTH COMPACTED
GRAVEL MATERIAL TO SUPPORT THE PIPE.
C. THE BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF
THE PIPE OR PIPE ARCH IN LAYERS WITH A LOOSE AVERAGE
DEPTH OF 6", MAXIMUM DEPTH 8", THOROUGHLY TAMPING EACH
LAYER. THESE COMPACTED LAYERS MUST EXTEND FOR ONE
DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE
TRENCH. -MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL
BE THE SAME AS DESCRIBED. (REFER TO WSDOT STANDARD
SPECIFICATION 7-04.3(3) AND STANDARD SPECIFICATION 2-
03.3(14)C, METHOD B & C.
D. GALVANIZED STEEL CMP SHALL MEET THE REQUIREMENTS OF
AASHTO DESIGNATION M-36, TYPE 1 AND TYPE 2. PIPE SHALL
HAVE ASPHALT TREATMENT 1 OR BETTER.
E. CORRUGATED ALUMINUM PIPE AND COUPLING BANDS SHALL MEET
THE REQUIREMENTS OF AASHTO M196 AND M197.
F. DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE
PIPE, MEETING THE REQUIREMENTS OF AASHTO M252 IN 8 INCH
SIZE AND AASHTO M294S IN SIZES 12" THROUGH 36", IS AN
ACCEPTABLE ALTERNATIVE TO SCHEDULE A CULVERT PIPE, AS
SHOWN ON WSDOT/APWA STANDARD PLAN B-17 AND FOR STORM
SEWERS IN ACCORDANCE WITH CITY OF EDMONDS STANDARDS.
G. BAND SIZE SHALL BE 12" FOR PIPE LESS THAN 42" DIAMETER
AND 49" X 33" ARCH PIPE.
H, BACKFILL AROUND PIPE MUST BE COMPACTED TO A SPECIFIED
AASHTO T-99 DENSITY OF 907. USE REASONABLE CARE IN
HANDLING AND INSTALLATION.
1. ALL NON -PERFORATED METAL PIPE SHALL HAVE NEOPRENE
GASKETS AT THE JOINTS. O-RING GASKETS MAY BE USED FOR
TYPE F COUPLING BAND.
2. CATCH BASINS AND MANHOLES
A. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE.
NOTED.
B. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW
LINE SHALL BE A TYPE 11 CB OR LARGER (MANHOLE).
C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL
MANHOLE, INLET, AND CATCH BASIN FRAMES AND GRATES JUST
PRIOR TO POURING OF CURBS AND PAVING.
D. ALL GRATES SHALL BE DEPRESSED 0.1 FEET BELOW PAVEMENT
LEVEL.
E. CATCH BASIN FRAME AND GRATES SHALL BE OLYMPIC FOUNDRY
MODEL 5435, 5435A, OR 50503A, LOCKING TYPE OR EQUAL.
MODEL 5435A IS REFERRED TO AS A "THROUGH CURB INLET" ON
THE PLAN. MODEL 50503A IS REFERRED TO AS A "ROLLED
GRATE INLET" IN THE PLAN.
F. ALL TYPE 11 CATCH BASIN MANHOLES, INLET, AND CATCH
BASINS SHALL HAVE LOCKING LIDS. ROLLED GRATE NOT
APPROVED FOR OUTSIDE OF COUNTY RIGHT OF WAY OR FOR USE
NTH TYPE 11 MANHOLE.
G. STANDARD LADDER STEPS SHALL BE PROVIDED IN ALL CATCH
BASINS AND MANHOLES EXCEEDING 5 FEET IN DEPTH.'
3. PRIOR TO SIDEWALK CONSTRUCTION, CONSTRUCT THE LOT
DRAINAGE CONNECTIONS AND/OR STUB OUTS BEYOND SIDEWALK.
STUB OUTS SHALL BE MARKED WITH A 2" X 4" AND LABELED
"STORM". LOCATIONS OF THESE INSTALLATIONS SHALL BE
PLACED ON THE AS -BUILT CONSTRUCTION PLANS AND SUBMITTED
TO THE CITY.
4. STORM WATER RETENTION/DETENTION FACILITIES, STORM
DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND
CLEANED PRIOR TO THE CITY OF EDMONDS ACCEPTANCE.
GENERAL NOTES
1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE NTH
THE CITY OF EDMONDS , WASHINGTON STATE DEPARTMENT OF
TRAN SPORTATION/AMERI CAN PUBLIC WORKS ASSOCIATION 1994
STANDARD SPECIrICATIONS-FOR ROAD, BRIDGE AND MUNICIPAL
CONSTRUCTION, AND THE 1989 WSDOT HYDRAULICS MANUAL.
2. ALL WORK PERTAINING TO THIS PROJECT SHALL BE SUBJECT TO
INSPECTION BY THE CITY INSPECTOR OR HIS DESIGNATED'
REPRESENTATIVE. PRIOR TO ANY SITE WORK, THE CONTRACTOR
SHALL CONTACT THE CITY INSPECTOR TO SCHEDULE A
PRECONSTRUCTION CONFERENCE.
3. PRIOR TO ANY SITE DISTURBING ACTIVITY INCLUDING CLEARING,
LOGGING OR GRADING, THE SITE CLEARING LIMITS AS SHOWN ON
THESE PLANS SHALL BE LOCATED AND FIELD IDENTIFIED BY THE
PROJECT SURVEYOR OR ENGINEER. THE PROJECT SURVEYOR OR
ENGINEER'S NAME AND TELEPHONE NUMBER ARE GROUP FOUR,
INC., (425) 775-4581.
4. AS-BUILTS OF DETENTION SYSTEM SHALL BE REQUIRED PRIOR TO
FINAL APPROVAL.
&IS
PIPE SPECIFICATION
PLACEMENT REQUIREMENTS FOR CULVERTS AND STORM SEWER
INSTALLATION SHALL BE AS INDICATED IN THE WSDOT/APWA
SPECIFICATIONS SECTIONS 7-02 AND �.04, RESPECTIVELY, AND
AASHTO SPECIFICATIONS. PIPE MATERIALS SHALL COMPLY NTH
SECTION 9-05 OF THE WSDOT/APWA SPECIFICATIONS WITH THE
FOLLOWING CLARIFICA71ONS:
1. DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE
PIPE, MEETING THE REQUIREMENTS OF AASHTO M 252 IN 8 INCH
SIZE AND AASHTO M 294S IN SIZES 12" THROUGH 36", IS AN
ACCEPTABLE ALTERNATIVE FOR SCHEDULE A CULVERT PIPE, AS SHOWN
ON WSDOT/APWA STANDARD PLAN B-17 AND FOR STORM SEWERS IN
ACCORDANCE WITH THESE STANDARDS.
THE ENDS OF THE PIPE SHALL BE BEVELED TO MATCH THE SLOPE.
CORRUGATED POLYETHYLENE PIPE SHALL NOT BE USED WHEN BEVELED
SLOPES ARE FLATTER THAN 4:1. FOR ANY PIPE LENGTH SECTION
THAT IS TO BE BEVELED ON THE END, THE MINIMUM LENGTH OF THE
UNBEVELED PORTION OF THE PIPE SHALL BE 6 FEET.
THE PIPE SHALL BE INSTALLED IN A DESIGN A TRENCH AS SHOWN ON
STANDARD DRAWING 9-210. FOR BURIAL DEPTHS EXCEEDING 15
FEET, THE PIPE SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS AND THESE STANDARDS.
2. IN PRIVATE DEVELOPMENTS, THE USE OF NON -SMOOTH INTERIOR
CORRUGATED POLYETHYLENE (AASHTO M-294, TYPE "C") IS ALLOWED,
EXCEPT WHERE THESE INSTALLATIONS ARE OR CAN REASONABLY BE
EXPECTED TO BECOME PART OF THE COUNTY MAINTAINED DRAINAGE
SYSTEM.
. ir
3. GALVANIZED CORRUGATED STEEL PIPE SHALL HAVE ASPHALT
COATING TREATMENT 1 AS SPECIFIED IN WSDOT/APWA SPECIFICATION
SECTION 9-05.4(3). ALUMINIZED STEEL PIPE MAY BE USED
WITHOUT TREATMENT 1.
4. PWRIB SEAMLESS GRAVITY SEWER PIPE AND FITTINGS CONFORMING
TO ASTM F794 AND UNI-B-9 FOR 8"-15" DIAMETER; ULTRA7RIB PVC
STORM SEWER PIPE CONFORMING TO ASTM F794 & UNI-B-9 FOR 8 -24
DIAMETER; AND ULTRA-CORR PVC SEWER AND DRAIN PIPE CONFORMING
TO ASTM F949 AND ASTM F794.
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "SD":
-PLAIN CONCRETE.
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
-REINFORCED CONCRETE PIPE.
-GALVANIZED CORRUGATED IRON OR STEEL PIPE (SEE NOTE 3).
-GALVANIZED STEEL SPIRAL RIB PIPE, TREATMENT 1 THROUGH 6.
-CORRUGATED ALUMINUM PIPE.
-ALUMINUM SPIRAL RIB PIPE.
-ALUMINIZED TYPE 2 CORRUGATED STEEL (MEETS AASHTO
TREATMENT M27+AND M56).
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) -
SMOOTH INTERIOR (SEE NOTE 1).
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) -
SINGLE WALL, FULLY CORRUGATED (SEE NOTE 2).
-POLYVINYL CHLORIDE (PVC) SEWER PIPE.
-HIGH DENSITY POLYETHYLENE PIPE (HDPP).
-PVC SVOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR (SEE NOTE 4).
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "CP":
-PLAIN CONCRETE.
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
-REINFORCED CONCRETE PIPE.
-CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP)
SMOOTH INTERIOR (SEE NOTE 1).
-POLYVINYL CHLORIDE (PVC) SEWER PIPE.
-HIGH DENSITY POLYETHYLENE PIPE (HDPP).
-PVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR (SEE NOTE 4).
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "RCP":
-REINFORCED CONCRETE PIPE.
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
CAST IRON LOCKING
RING AND COVER
CEMENT CONC. R/W LINE
CLASS 4000 301, SQ. PAVED
SURFACE
6" GASKETED 14"
12" PVC SPIGOT CAP
SLEEVE OR MECHANICAL
FIBER JOINT PLUG 4"
PACKING 10' 12
20
12" CAST IRON
LOCKING RING & COVER
PAVED AREAS
STORM CLEANOUT.DETAIL
NO SCALE
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LEVEL BOTTOM
VAULT 369.30'
MOTE:
YAULT TO BE DESIGNEI
ENGINEER.
DETENTION VAULT SECTION
NO SCALE
ACCESS RISERS, USE ROUND,
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DETENTION
VAULT VOLUMES
DETENTION
VAULT DISCHARGE
STORM
DESIGN AS -BUILT
STORM
DESIGN AS -BUILT
WATER QUALITY
7,200 CF
10 YEAR
0.16 CFS
10 YEAR
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100 YEAR
0.43 CFS
100 YEAR
8,799 CF
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NO SCALE
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NOTES
1 METAL PARTS - CORROSION RESISTANT GALV. PARTS -
ASPHALT TREATMENT 1.
2. IF METAL OUTLET PIPE CONNECTS TO CONCRETE PIPE,
OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE
PIPE I.D. LESS 1/4".
3. RESTRICTOR AND SHEAR GATE TO BE CONSTRUCTED TO
SNO. CO. STANDARDS. SEE DETAIL 9-180, 9-190 OF
SNO. CO. E.D.D.S.
4. DEPICTION OF ELE VATIONS, HEIGHTS, AND WIDTHS
RELATING TO THE VAULT ARE NECESSARY DESIGN
FEATURES, AND SHALL'BE INCORPORATED INTO THE
VAULT. SEE STRUCTURAL PLANS FOR THE VAULT DESIGN.
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
CITY ENGINEER DATE
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APPROVED FOR CONSTRUCTION
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RECEIVED
JUL 13 1999
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
30'
CONTOUR INTERVAL 2'
0 30
60
VERTICAL DATUM —CITY OF EDMONDS. C/L
kc= 97196 8 I.E. M/H #150 ELEVATION =370.30
N Av W
BASIS OF BEARINGS
PLAT OF SKELTON'S LAKE MCALEER FIVE
I5PH,4Z r
ACRE TRACTS (TRACT 15)
DAUM NOTE:
_x_
WWONDS STORAGE IENGLISH)
WDOT (HWY 99) (METRIC)
'_�Ngl CO/T 6' CHWIN
ZINIr q_NCE II.E.=393.57ft. 119.961 m)
EXIST. TYPE I CB LOCATED AT
�Co
STA: 1+152.50 - WSDOT SR99 IMP. PLAN
�'p v
c'L' t;,r7 t, 1 NOTE:
1. THIS INCLUDES BOTH DATUM AND UNIT
CONVERSION.
2. TOCONVERT E. S. TO WSDOTSUBTRACT
6.3ft.
220TH ST SW
228TH ST SW
230TH ST sw
SITE
2341M ST SW
3t
2M7N ST
2-36TH ST SW
LAKE
BALLING
NILE
TEMPLE
GOLF
COURSE
244TH ST
SW
VICINI
Y MAP
SCALE: 1"= 2000'
PROJECT INFORMATION:
OWNER................................................................................. DENNIS CHIN
23031 S.R. 99
EDMONDS, WA 98026
PHONE: (425)455-4859
ARCHITECT .......................................................................... BUTIERFIEW DESIGN GROUP
400 DAYTON
EDMONDS, WA 98020
PHONE (425)775-0564
PROJ. ARCH.: STEVEN BUTTERFIELD
SURVEYOR/ENGINEER .................................................
......... GROUP FOUR, INC.
16030 JUANITA-WO"VIUE W. KE.
BOTHELL, WA. 98011
PHONE (425)775-4581 OR (206)362-4244
PROJ. ENGR.: BRANT MERCIL
EXISTING ZONING ..........................
........................... ........... RM-2.4
WATER & SEWER .................................................................. CITY OF EDMONDS
SCHOOL DISTRICT ............................................................
.... EDMONDS SCHOOL DISTRICT No. 15
FIRE DISTRICT ..................................................................... CITY OF EDMONDS
POWER/GAS ......................................................................
... PUGET SOUND ENERGY
Q111
A�\ 11
ASPIV,4Z 7
LEGAL DESCRIPTION:
PARCEL A:
TRACT 15, SKELTON'S LAKE MCALEER FIVE ACRE TRACTS, ACCORDING TO THE
PLAT THEREOF RECORDED IN VOLUME 6 OF PLATS. PAGE 21. IN SNOHOMISH
COUNTY, WASHINGTON;
TOGETHER WITH AN EASEMENT FOR INGRESS AND EGRESS RECORDED UNDER
U
RECORDING NUMBER 1182671;
VOL
PARCEL B:
)cLVCF- IN)E?5ZICTION
5' CA IN Z lNff NOR 7H
ALL THAT PORTION OF TRACT 14, SKELTON'S LAKE MCALEER F'IVE ACRE TRACTS,
6'W000 EAST
4'h100HfRE- SOZ17H
ACCORD I NG TO THE PLAT THEREOF RECORDED I N VOLUME 6 OF PLATS, PAGE 21
IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE INTERSECTION OF THE EASTERLY RIGHT OF WAY LINE OF
PRIMARY STATE HIGHWAY NO. I WITH THE EAST LINE OF SAID TRACT 14;
15.00' (FROM BACK
THENCE SOUTH 3*21' EAST ALONG THE EAST LINE OF SAID TRACT 14 FOR
333.54 FEET, MORE OR LESS,
SHEET INDEX:
OF EXTRUDED CURB)
TO THE NORTHEASTERLY CORNER OF A TRACT
SOU7H Z-ND 4'
CONVEYED TO OSCAR SODORFF AND JOHN F. D I EHL UNDER EXCHANGE AGREEMENT
11OGiffRZ- FZWOF
z-x ra r, RECORDED UNDER RECORDING NUMBER 2145882; THENCE NORTH 64016'00" WEST
ALONG
1 - COVER SHEET/SITE PLAN
THE NORTHERLY LINE OF SAID SODORFF AND BIEHL TRACT 148.71 FEET
70R=J7J
TO THE EASTERLY LINE OF SAID PRIMARY STATE HIGHWAY NO. 1; THENCE NORTH
23451'
2. EXISTING CONDITIONS MAP
EAST ALONG THE EASTERLY MARGIN OF SAID HIGHWAY TO THE POINT OF
BEGINNING.
3. CLEARING, GRADING AND T.E.S.C. PLAN
976
-
PARCELC:
4. CLEARING, GRADING AND T.E.S.C.
THAT PORTION OF TRACT 14, SKELTON'S LAKE MCALEER FIVE ACRE TRACTS,
NOTES AND DETAILS
ACCORDING TO THE PLAT THEREOF RECORDED zIN VOLUME 6 OF PLATS, PAGE 21,
5. PAVING AND DRAINAGE PLAN
IN SNOHOMISH COUNTY. WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE INTERSECTION OF THE EASTERLY RIGHT-OF-WAY LINE OF
6.
ROADWAY AND DRAINAGE PROFILES
PR I MARY STATE H I GHWAY NO. I W I TH THE EAST L I NE OF SA I D TRACT 14;
THENCE SOUTH 3*21' EAST ALONG THE EAST LINE OF SAID TRACT
7.
ROADWAY AND DRAINAGE PROFILES
14 FOR 262.7
FEET, THENCE NORTH 25*04' WEST FOR 159.3 FEET TO AN INTERSECTION WITH
8.
THE EASTERLY LINE OF SAID PRIMARY STATE HIGHWAY NO. 1; THENCE SOUTH
ROADWAY AND DRAINAGE PROFILES
23*51 WEST ALONG THE EASTERLY LINE OF SAID HIGHWAY 195 FEET TO THE
SOUTHWESTERLY CORNER OF A TRACT OF LAND CONVEYED TO ARDEN FARMS
9.
PAVING AND DRAINAGE
COMPANY BY DEED RECORDED UNDER RECORDiNG NUMBER 1182670, RECORDS OF
NOTES AND DETAILS
SAID COUNTY, THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION; THENCE
W, 9KNO
V0. 0 1
OR, 4 t 'Fz
SOUTH 66*09' EAST ALONG THE SOUTHERLY LINE OF SAID ARDEN FARMS COMPANY
10.
PA\r1NG AND DRAINAGE
w,
TRACT TO THE EAST LINE OF SAID TRACT 14;
NOTES AND DETAILS
THENCE SOUTH 23*51' WEST PARALLEL TO THE EAST LINE OF SAID HIGHWAY
8 1 . 12 FEET; THENCE NORTH 66 * 09' WEST Td THE EAST L I NE OF PR I MARY STATE
Il.
SANITARY SEWER AND WATER PLAN
HIGHWAY NO. 1; THENCE NORTH g3*51.' EAST, 81.12 FEET TO THE TRUE PO-INT'
tBEGINNI-NG;
71NO
14
OF
12.
SANITARY SEWER ANDVATER
C3
TOGETHER WITH TAAT PORTION OF TRACT 14,"SKELTON'S LAKE MCALEER 5 ACRE
NOTES AND DETAILS
OHP
TRA&S, ACCORD I NG TO THE PLAT THEREOF RECORDED I N VOLUME 6 OF PLATS,
PAGE
21, IN SNOHOMISH COUNTY, WASHINGTON. DESCRIBED AS FOLLOWS:
BEGINNING
AT THE INTERSECTION OF THE EASTERLY RIGHT-OF-WAY LINE OF
HIGHWAY 99, FORMER PRIMARY STATE HIGHWAY NO. I WITH THE EAST LINE OF
0'.
SAID TRACT 14; THENCE SOUTH 3*21' EAST ALONG THE EAST LINE OF SAID
ErIS71NO AS1011AZ 7'
ORI t 1Z -WA r
TRACT FOR 262.7 FEET; THENCE NORTH 25*04' WEST FOR 159.3 FEET To A
POINT OF THE EASTERLY LINE OF SAID HIGHWAY 99; THENCE
SOUTHWESTERLY
EASr -NO 4'
ALONG THE EASTERLY LINE OF SAID HIGHWAY 99 FOR 195 FEET TO THE
9'00,0 FENCE
SOUTHWESTERLY CORNER OF A TRACT OF LAND CONVEYED TO ARDON FARMS
COMPANY BY DEED RECORDED UNDER RECORDING NUMBER 1182670, RECORDS OF
CALL 48 HOURS
1Z-=J71.,?4 12';011C'N
SAID COUNTY, AND THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION;
BEFORE YOU DIG
THENCE SOUTHEASTERLY AT RIGHT ANGLES TO THE EASTERLY LINE OF SAID
HIGHWAY TO A POINT ON THE EAST LINE OF SAID TRACT 14; THENCE SOUTH
1-800-424-5555
3*21' WEST ALONG SAID EAST LINE OF SAID TRACT, 35.30 FEET; THENCE
NORTH 66009' WEST A DISTANCE OF 148.71 FEET, MORE OR LESS TO A POINT
OF INTERSECTION WITH THE EASTERLY MARGIN OF SAID HIGHWAY 99 AT A POINT
31.60 FEET NORTHEASTERLY AS MEASURED ALONG SAID EASTERLY MARGIN OF
HIGHWAY 99, FROM TRUE POINT OF BEGINNING; THENCE SOUTHWESTERLY ALONG
THE EASTERLY MARGIN OF SAID HIGHWAY 99 TO THE TRUE POINT OF BEGINNING.
PARCELD:
LOT I OF SHORT SUBDIVISION NO.S-32-33, RECORDED IN SNOHOMISH COUNTY,
WASHINGTON UNDER RECORDING NUMBER 8403060154.
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APPROVED:
REWSIONS:
DATE:
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EAST& 'NORTH PROPERTY LAINES
plant Schedule
se Botanical/Common Name Size Comments
P�b o 1� Qty
j
6-7' ht. Full to Base
19 Pinus nigra/
ED Austrian Black Pine
20 Cornus s. 'Baileyi7'/ 24-30" ht. Min. 4 Stems
Bailey's Red -Twig Dogwood
I 0%\ 22 Prunus 1. 'Zabeliana' 5 Gallon
Zabel Laurel
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STORMWATER DETENTION
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30'
CONTOUR INTERVAL = 2!
30' 0 30 60
VERTICAL DATUM CITY OF EDMONDS. CA
I.E. M/H #150 ELEVATION =370.30
BASIS OF BEARINGS
PLAT OF SKELTON'S LAKE MCALEER FIVE
ACRE TRACTS (TRACT 15)
LEGAL DESCRIPTION
220TH ST SW
fc�
10-
67
.228TH ST SW
230TH ST SW
SIT?
%C
234TH ST s,
C�
236TH ST SW
238TH ST
LAKE
CD
BALLINGER NILE
TEMPLE
GOLF
COURSE
244TH ST
VICINITY MAP
SCALE: 1"= 2000'
PARCEL A:
TRACT 15, SKELTON'S LAKE MCALEER FIVE ACRE TRACTS, ACCORDING TO THE
PLAT THEREOF RECORDED IN VOLUME 6 OF PLATS, PAGE 21, IN SNOHOMISH
COUNTY. WASHINGTON;
TOGETHER WITH AN EASEMENT FOR INGRESS AND EGRESS. RECORDED UNDER
RECORDING NUMBER 1182671;
PARCEL B:
ALL THAT PORTION OF TRACT 14. SKELTON'S LAKE MCALEER FIVE ACRE TRACTS,
ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 6 OF PLATS, PAGE 21,
IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE INTERSECTION OF THE EASTERLY RIGHT OF WAY LINE OF
PRIMARY STATE HIGHWAY NO. I WITH THE EAST LINE OF SAID TRACT 14;
THENCE SOUTH 3021' EAST ALONG THEEAST LINE OF SAID TRACT 14 FOR
333.54 FEET, MORE OR LESS, TO THE NORTHEASTERLY CORNER OF A TRACT
CONVEYED TO OSCAR SODORFF AND JOHN F. DIEHL UNDER EXCHANGE AGREEMENT
RECORDED UNDER RECORDING NUMBER 2145882; THENCE NORTH 64-16-00" WEST
ALONG THE NORTHERLY LINE OF SAID SODORFF AND BIEHL TRACT 148.71 FEET
TO THE EASTERLY LINE OF SAID PRIMARY STATE HIGHWAY NO. 1; THENCE NORTH
23051' EAST ALONG THE EASTERLY MARGIN OF SAID HIGHWAY TO THE POINT OF
BEGINNING.
PARCEL C:
THAT PORTION OF TRACT 14, SKELTON'S LAKE MCALEER FIVE ACRE TRACTS,
ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 6 OF PLATS, PAGE 21,
IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE INTERSECTION OF THE EASTERLY RIGHT-OF-WAY LINE OF
PRIMARY STATE HIGHWAY NO. I WITH THE EAST LINE OF SAID TRACT 14;
THENCE SOUTH 3*21' EAST ALONG THE EAST LINE OF SAID TRACT 14 FOR 262.7
FEET; THENCE NORTH 25*04.' WEST FOR 159.3 FEET TO AN INTERSECTION WITH
THE EASTERLY LINE OF SAID PRIMARY STATE HIGHWAY NO. 1; THENCE SOUTH
23051 WEST ALONG THE EASTERLY LINE OF SAID HIGHWAY 195 FEET TO THE
..SOUTHWESTERLY CORNER OF A TRACT OF LAND CONVEYED TO ARDEN FARMS
-COMPANY BY DEED RECORDED UNDER RECORDING NUMBER 1182670,RECORDS OF
SAID COUNTY, THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION; THENCE
SOUTH 66009' EAST ALONG THE SOUTHERLY LINE OF SAID ARDEN FARMS COMPANY
TRACT TO THE EAST LINE OF SAID TRACT 14;
THENCE SOUTH 23051' WEST PARALLEL TO THE EAST LINE OF SAID HIGHWAY
81.12 FEET; THENCE NORTH 66*09' WEST TO THE EAST LINE OF PRIMARY STATE
HIGHWAY NO. 1; THENCE NORTH 23*51' EAST 81.12 FEET TO THE TRUE POINT
OF BEGINNING;
TOGETHER WITH THAT PORTION OF TRACT 14, SKELTON'S LAKE MCALEER 5 'ACRE
TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 6 OF PLATS,
PAGE 21, IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE INTERSECTION OF THE EASTERLY RIGHT-OF-WAY LINE OF
HIGHWAY 99, FORMER PRIMARY STATE HIGHWAY NO. .1 WITH THE EAST LINE OF
SAID TRACT 14; THENCE SOUTH 3*21' EAST ALONG THE EAST LINE OF SAID
TRACT FOR 262.7 FEET; THENCE NORTH 25'04' WEST FOR 159.3 FEET TO A
POINT OF THE EASTERLY LINE OF SAID HIGHWAY 99; THENCE SOUTHWESTERLY
ALONG THE EASTERLY LINE OF SAID HIGHWAY 99 FOR 195 FEET TO THE
SOUTHWESTERLY CORNER OF A TRACT OF LAND CONVEYED TO ARDON FARMS
COMPANY BY DEED RECORDED UNDER RECORDING NUMBER 1182670, RECORDS OF
SAID COUNTY, AND THE TRUE POINT OF BEGINNING OF THIS'DESCRIPTION;
THENCE SOUTHEASTERLY AT RIGHT ANGLES TO THE EASTERLY LINE Or SAID
HIGHWAY TO A POINT ON THE EAST LINE OF SAID TRACT 14;-THENCE SOUTH
3021' WEST ALONG SAID EAST LINE OF SAID TRACT, 35.30 FEET; THENCE
NORTH 66009' WEST A DISTANCE OF 148.71 FEET, MORE OR LESS TO A POINT
OF INTERSECTION WITH THE EASTERLY MARGIN OF SAID HIGHWAY'.99 AT A POINT
31.60 FEET NORTHEASTERLY AS MEASURED ALONG SAID EASTERLY MARGIN OF
HIGHWAY 99, FROM TRUE POINT OF BEGINNING; THENCE SOUTHWESTERLY ALONG
THE EASTERLY MARGIN OF SAID HIGHWAY 99 TO THE TRUE. POINT OF BEGINNING.
PARCEL D:
LOT I OF SHORT SUBDIVISION NO.S-32-33, RECORDED IN SNOHOMISH COUNTY,
WASHINGTON UNDER RECORDING NUMBER 8403060154.
RESUB,
JUN - 2 2005
BUILDING DEPARWENT
APPROVED 8y p�ANNTNIdF EDMONDS
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